Hilti, Inc South 122 nd East Avenue Tulsa, OK

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Attached are page(s) from the 2014 Hilti North American Product Tech Guide. For complete details on this product, including data development, product specifications, general suitability, installation, corrosion, and spacing and edge distance guidelines, please refer to the Technical Guide, or contact Hilti. Hilti, Inc. 5400 South 122 nd East Avenue Tulsa, OK 74146 1-800-879-8000 www.hilti.com

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4.1 Product Description 3.2.4.2 Material Specifications 3.2.4.3 Technical Data 3.2.4.4 Installation Instructions 3.2.4.5 Ordering Information Listings/Approvals ICC-ES (International Code Council) ESR-2322 NSF/ANSI Std 61 certification for use in potable water European Technical Approval ETA-07/0260, ETA-09/0295 COLA (City of Los Angeles) RR25700 Independent Code Evaluation IBC /IRC 2009 IBC /IRC 2006 IBC /IRC 2003 IBC /IRC 2000 FBC 2007 LEED Credit 4.1-Low Emitting Materials The Leadership in Energy and Environmental Design (LEED ) Green Building Rating system TM is the nationally accepted benchmark for the design, construction and operation of high performance green buildings. 3.2.4.1 Product description HIT-RE 500-SD Adhesive Anchoring System is an injectable two-component epoxy adhesive. The two components are kept separate by means of a dualcylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. HIT-RE 500-SD Adhesive Anchoring System may be used with continuously threaded rod, Hilti HIS-N and HIS-RN internally-threaded inserts or deformed reinforcing bar installed in cracked or uncracked concrete. The primary components of the Hilti Adhesive Anchoring System are: HIT-RE 500-SD adhesive packaged in foil packs Adhesive mixing and dispensing equipment Equipment for hole cleaning and adhesive injection Product features Superior bond performance Seismic qualified per IBC /IRC 2009, IBC /IRC 2006, IBC /IRC 2003 and IBC /IRC 2000. Please refer to ESR-2322 for Seismic Design Category A through F Use in diamond cored or pneumatic drilled holes Use underwater up to 165 ft (50 m) Meets requirements of ASTM C881-90, Type IV, Grade 2 and 3, Class A, B, C except gel times Meets requirements of AASHTO specification M235, Type IV, Grade 3, Class A, B, C except gel times Mixing tube provides proper mixing, eliminates measuring errors and minimizes waste Contains no styrene and virtually odorless Extended temperature range from 41 F to 104 F (5 C to 40 C) Excellent weathering resistance and resistant to elevated temperature. 102 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Guide Specifications Master Format Section: Previous 2004 Format 03250 03 16 00 Concrete anchors Related Sections: 03200 03 20 00 Concrete reinforcing 05050 05 50 00 Metal fabrications 05120 05 10 00 Structural metal framing Injectable adhesive shall be used for installation of all reinforcing steel dowels or threaded anchor rods and inserts into existing concrete. Adhesive shall be furnished in side-by-side refill packs which keep component A and component B separate. Side-by-side packs shall be designed to compress during use to minimize waste volume. Side-by-side packs shall also be designed to accept static mixing nozzle which thoroughly blends component A and component B and allows injection directly into drilled hole. Only injection tools and static mixing nozzles as recommended by manufacturer shall be used. Manufacturer s instructions shall be followed. Injection adhesive shall be formulated to include resin and hardener to provide optimal curing speed as well as high strength and stiffness. Typical curing time at 68 F (20 C) shall be approximately 12 hours. Injection adhesive shall be HIT RE 500 SD, as furnished by Hilti. Anchor rods shall be end stamped to show the grade of steel and overall rod length. Anchor rods shall be manufactured to meet the following requirements: 1. HAS-E carbon steel 2. ASTM A193, Grade B7 (high strength carbon steel anchor) 3. AISI Type 304 or AISI Type 316 stainless steel meeting the requirements of ASTM F593 (condition CW) Special order length HAS Rods may vary from standard product. Nuts and washers of other grades and styles having specified proof load strength greater than the specified grade and style are also suitable. Nuts must have specified proof load strength equal to or greater than the minimum tensile strength of the specified threaded rod. 3.2.3 3.2.4 3.2.4.2 Material specifications Table 1 - Material properties of fully cured HIT-RE 500-SD Bond Strength ASTM C882-91 2 day cure 7 day cure 12.4 MPa 12.4 MPa 1800 psi 1800 psi Compressive Strength ASTM D695-96 82.7 MPa 12,000 psi Compressive Modulus ASTM D695-96 1493 MPa 0.22 x 10 6 psi Tensile Strength 7 day ASTM D638-97 43.5 MPa 6310 psi Elongation at break ASTM D638-97 2.0% 2.0% Heat Deflection Temperature ASTM D648-95 63 C 146 F Absorption ASTM D570-95 0.06% 0.06% Linear Coefficient of Shrinkage on Cure ASTM D2566-86 0.004 0.004 Electrical resistance DIN IEC 93 (12.93) 6.6 x 10 13 Ω/m 1.7 x 10 12 Ω/in. 3.2.6 3.2.7 3.2.8 Material Specifications for HAS threaded rods are listed in Section 3.2.4.2. Material Specifications for HIS-N Internally Threaded Inserts are listed in Section 3.2.4.3. 3.2.4.3 Technical data The load values contained in this section are Hilti Simplified Design Tables. The load tables in this section were developed using the strength design parameters and variables of ESR-1917 and the equations within ACI 318-11 Appendix D. For a detailed explanation of the Hilti Simplified Design Tables, refer to Section 3.1.7. Data tables from ESR-1917 are not contained in this section, but can be found at www.icc-es.org or at www.us.hilti.com. Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 103

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4.3.1 HIT-RE 500-SD with reinforcing steel (rebar) Figure 1 - Rebar installed with HIT-RE 500-SD adhesive Table 2 - Rebar installed HIT-RE 500-SD adhesive Setting information Symbol Units Rebar size 3 4 5 6 7 8 9 10 Nominal bit diameter d o in. 1/2 5/8 3/4 7/8 1 1-1/8 1-3/8 1-1/2 Standard effective embedment h ef,std in. 3-3/8 4-1/2 5-5/8 6-3/4 7-7/8 9 10-1/8 11-1/4 (mm) (86) (114) (143) (171) (200) (229) (257) (286) Effective embedment minimum h ef,min in. 2-3/8 2-3/4 3-1/8 3-1/2 3-1/2 4 4-1/2 5 (mm) (60) (70) (79) (89) (89) (102) (114) (127) maximum h ef,max in. 7-1/2 10 12-1/2 15 17-1/2 20 22-1/2 25 (mm) (191) (254) (318) (381) (445) (508) (572) (635) Minimum concrete member thickness h min in. h ef + 1-1/4 (mm) hef + 30 h ef + 2d o 104 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 3 - Hilti HIT-RE 500-SD adhesive design strength (factored resistance) with concrete / bond failure for rebar in uncracked concrete 1,2,3,4,5,6,7,8,9 Tension ϕn n or N r Shear ϕv n or V r Rebar size Effective embedment in. (mm) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) 3-3/8 4,835 5,300 5,855 6,205 10,415 11,410 12,610 13,365 (86) (21.5) (23.6) (26.0) (27.6) (46.3) (50.8) (56.1) (59.5) #3 4-1/2 7,445 7,805 7,805 8,275 16,035 16,810 16,810 17,820 (114) (33.1) (34.7) (34.7) (36.8) (71.3) (74.8) (74.8) (79.3) 7-1/2 13,010 13,010 13,010 13,790 28,020 28,020 28,020 29,700 (191) (57.9) (57.9) (57.9) (61.3) (124.6) (124.6) (124.6) (132.1) 4-1/2 7,445 8,155 9,420 10,885 16,035 17,570 20,285 23,445 (114) (33.1) (36.3) (41.9) (48.4) (71.3) (78.2) (90.2) (104.3) #4 6 11,465 12,560 13,690 14,515 24,690 27,045 29,490 31,260 (152) (51.0) (55.9) (60.9) (64.6) (109.8) (120.3) (131.2) (139.1) 10 22,820 22,820 22,820 24,190 49,150 49,150 49,150 52,100 (254) (101.5) (101.5) (101.5) (107.6) (218.6) (218.6) (218.6) (231.8) 5-5/8 10,405 11,400 13,165 16,120 22,415 24,550 28,350 34,720 (143) (46.3) (50.7) (58.6) (71.7) (99.7) (109.2) (126.1) (154.4) #5 7-1/2 16,020 17,550 20,265 21,765 34,505 37,800 43,650 46,875 (191) (71.3) (78.1) (90.1) (96.8) (153.5) (168.1) (194.2) (208.5) 12-1/2 34,220 34,220 34,220 36,275 73,705 73,705 73,705 78,125 (318) (152.2) (152.2) (152.2) (161.4) (327.9) (327.9) (327.9) (347.5) 6-3/4 13,680 14,985 17,305 21,190 29,460 32,275 37,265 45,645 (171) (60.9) (66.7) (77.0) (94.3) (131.0) (143.6) (165.8) (203.0) #6 9 21,060 23,070 26,640 30,170 45,360 49,690 57,375 64,985 (229) (93.7) (102.6) (118.5) (134.2) (201.8) (221.0) (255.2) (289.1) 15 45,315 47,440 47,440 50,285 97,600 102,175 102,175 108,305 (381) (201.6) (211.0) (211.0) (223.7) (434.1) (454.5) (454.5) (481.8) 7-7/8 17,235 18,885 21,805 25,240 37,125 40,670 46,960 57,515 (200) (76.7) (84.0) (97.0) (112.3) (165.1) (180.9) (208.9) (255.8) #7 10-1/2 26,540 29,070 31,750 33,655 57,160 62,615 72,300 85,665 (267) (118.1) (129.3) (141.2) (149.7) (254.3) (278.5) (321.6) (381.1) 17-1/2 52,915 52,915 52,915 56,090 122,990 134,695 134,695 142,780 (445) (235.4) (235.4) (235.4) (249.5) (547.1) (599.2) (599.2) (635.1) 9 21,060 23,070 26,640 32,060 45,360 49,690 57,375 70,270 (229) (93.7) (102.6) (118.5) (142.6) (201.8) (221.0) (255.2) (312.6) #8 12 32,425 35,520 40,330 42,750 69,835 76,500 88,335 108,190 (305) (144.2) (158.0) (179.4) (190.2) (310.6) (340.3) (392.9) (481.3) 20 67,215 67,215 67,215 71,245 150,265 164,605 171,090 181,355 (508) (299.0) (299.0) (299.0) (316.9) (668.4) (732.2) (761.0) (806.7) 10-1/8 25,130 27,530 31,785 38,930 54,125 59,290 68,465 83,850 (257) (111.8) (122.5) (141.4) (173.2) (240.8) (263.7) (304.5) (373.0) #9 13-1/2 38,690 42,380 48,940 52,850 83,330 91,285 105,405 129,095 (343) (172.1) (188.5) (217.7) (235.1) (370.7) (406.1) (468.9) (574.2) 22-1/2 83,100 83,100 83,100 88,085 179,300 196,415 211,525 224,220 (572) (369.6) (369.6) (369.6) (391.8) (797.6) (873.7) (940.9) (997.4) 11-1/4 29,430 32,240 37,230 45,595 63,395 69,445 80,185 98,205 (286) (130.9) (143.4) (165.6) (202.8) (282.0) (308.9) (356.7) (436.8) #10 15 45,315 49,640 57,320 63,875 97,600 106,915 123,455 151,200 (381) (201.6) (220.8) (255.0) (284.1) (434.1) (475.6) (549.2) (672.6) 25 97,500 100,435 100,435 106,460 210,000 230,045 255,645 270,985 (635) (433.7) (446.8) (446.8) (473.6) (934.1) (1023.3) (1137.2) (1205.4) 1 See Section 3.1.7 for explanation on development of load values. 2 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4 Apply spacing, edge distance, and concrete thickness factors in Tables 6-21 as necessary. Compare to the steel values in Table 5. The lesser of the values is to be used for the design. 5 Data is for temperature range A: Max. short term temperature = 110 F (43 C), max. long term temperature = 80 F (26 C). For temperature range B: Max. short term temperature = 162 F (72 C), max. long term temperature = 110 F (43 C) multiply above value by 0.34. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.69. For water-filled drilled holes multiply design strength (factored resistance) by 0.63. For submerged (under water) applications multiply design strength (factored resistance) by 0.64. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.7.5. 8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λ a as follows: For sand-lightweight, λ a = 0.51. For all-lightweight, λ a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. For diamond core drilling multiply above value by 0.51. Diamond core drilling is not permitted for the water-filled or underwater (submerged) applications. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 105

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 4 - Hilti HIT-RE 500-SD adhesive design strength (factored resistance) with concrete / bond failure for rebar in cracked concrete 1,2,3,4,5,6,7,8,9,10 Tension ϕn n or N r Shear ϕv n or V r Rebar size Effective embedment in. (mm) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) 3-3/8 2,815 2,815 2,815 2,985 6,065 6,065 6,065 6,430 (86) (12.5) (12.5) (12.5) (13.3) (27.0) (27.0) (27.0) (28.6) #3 4-1/2 3,755 3,755 3,755 3,980 8,090 8,090 8,090 8,575 (114) (16.7) (16.7) (16.7) (17.7) (36.0) (36.0) (36.0) (38.1) 7-1/2 6,260 6,260 6,260 6,635 13,485 13,485 13,485 14,290 (191) (27.8) (27.8) (27.8) (29.5) (60.0) (60.0) (60.0) (63.6) 4-1/2 4,940 4,940 4,940 5,235 10,640 10,640 10,640 11,275 (114) (22.0) (22.0) (22.0) (23.3) (47.3) (47.3) (47.3) (50.2) #4 6 6,585 6,585 6,585 6,980 14,185 14,185 14,185 15,035 (152) (29.3) (29.3) (29.3) (31.0) (63.1) (63.1) (63.1) (66.9) 10 10,975 10,975 10,975 11,635 23,640 23,640 23,640 25,060 (254) (48.8) (48.8) (48.8) (51.8) (105.2) (105.2) (105.2) (111.5) 5-5/8 7,370 7,500 7,500 7,950 15,875 16,160 16,160 17,130 (143) (32.8) (33.4) (33.4) (35.4) (70.6) (71.9) (71.9) (76.2) #5 7-1/2 10,005 10,005 10,005 10,605 21,545 21,545 21,545 22,835 (191) (44.5) (44.5) (44.5) (47.2) (95.8) (95.8) (95.8) (101.6) 12-1/2 16,670 16,670 16,670 17,670 35,905 35,905 35,905 38,060 (318) (74.2) (74.2) (74.2) (78.6) (159.7) (159.7) (159.7) (169.3) 6-3/4 9,690 10,340 10,340 10,960 20,870 22,265 22,265 23,600 (171) (43.1) (46.0) (46.0) (48.8) (92.8) (99.0) (99.0) (105.0) #6 9 13,785 13,785 13,785 14,610 29,690 29,690 29,690 31,470 (229) (61.3) (61.3) (61.3) (65.0) (132.1) (132.1) (132.1) (140.0) 15 22,975 22,975 22,975 24,350 49,480 49,480 49,480 52,450 (381) (102.2) (102.2) (102.2) (108.3) (220.1) (220.1) (220.1) (233.3) 7-7/8 10,895 10,895 10,895 11,550 26,300 27,730 27,730 29,395 (200) (48.5) (48.5) (48.5) (51.4) (117.0) (123.3) (123.3) (130.8) #7 10-1/2 14,525 14,525 14,525 15,395 36,975 36,975 36,975 39,190 (267) (64.6) (64.6) (64.6) (68.5) (164.5) (164.5) (164.5) (174.3) 17-1/2 24,210 24,210 24,210 25,660 61,625 61,625 61,625 65,320 (445) (107.7) (107.7) (107.7) (114.1) (274.1) (274.1) (274.1) (290.6) 9 13,295 13,295 13,295 14,095 32,130 33,845 33,845 35,875 (229) (59.1) (59.1) (59.1) (62.7) (142.9) (150.5) (150.5) (159.6) #8 12 17,730 17,730 17,730 18,790 45,125 45,125 45,125 47,835 (305) (78.9) (78.9) (78.9) (83.6) (200.7) (200.7) (200.7) (212.8) 20 29,545 29,545 29,545 31,320 75,210 75,210 75,210 79,720 (508) (131.4) (131.4) (131.4) (139.3) (334.5) (334.5) (334.5) (354.6) 10-1/8 15,745 15,745 15,745 16,690 38,340 40,080 40,080 42,485 (257) (70.0) (70.0) (70.0) (74.2) (170.5) (178.3) (178.3) (189.0) #9 13-1/2 20,995 20,995 20,995 22,255 53,440 53,440 53,440 56,645 (343) (93.4) (93.4) (93.4) (99.0) (237.7) (237.7) (237.7) (252.0) 22-1/2 34,990 34,990 34,990 37,090 89,065 89,065 89,065 94,410 (572) (155.6) (155.6) (155.6) (165.0) (396.2) (396.2) (396.2) (420.0) 11-1/4 17,740 17,740 17,740 18,800 44,905 45,150 45,150 47,860 (286) (78.9) (78.9) (78.9) (83.6) (199.7) (200.8) (200.8) (212.9) #10 15 23,650 23,650 23,650 25,070 60,200 60,200 60,200 63,815 (381) (105.2) (105.2) (105.2) (111.5) (267.8) (267.8) (267.8) (283.9) 25 39,415 39,415 39,415 41,780 100,335 100,335 100,335 106,355 (635) (175.3) (175.3) (175.3) (185.8) (446.3) (446.3) (446.3) (473.1) 1 See Section 3.1.7 for explanation on development of load values. 2 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4 Apply spacing, edge distance, and concrete thickness factors in Tables 6-21 as necessary. Compare to the steel values in Table 5. The lesser of the values is to be used for the design. 5 Data is for temperature range A: Max. short term temperature = 110 F (43 C), max. long term temperature = 80 F (26 C). For temperature range B: Max. short term temperature = 162 F (72 C), max. long term temperature = 110 F (43 C) multiply above value by 0.34. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.69. For water-filled drilled holes multiply design strength (factored resistance) by 0.63. For submerged (under water) applications multiply design strength (factored resistance) by 0.64. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.7.5. 8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λ a as follows: For sand-lightweight, λ a = 0.51. For all-lightweight, λ a = 0.45. 9 Tabular values are for static loads only. For seismic loads, multiply above value by α seis = 0.49. See section 3.1.7.4 for additional information on seismic applications. 10 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted in cracked concrete conditions. 106 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 5 - Steel design strength (ACI 318 Appendix D Based Design) for rebar 1 ASTM A615 Grade 40 2 ASTM A615 Grade 60 2 ASTM A706 Grade 60 2 Rebar size #3 #4 #5 #6 #7 #8 #9 #10 Tensile 3 ϕn sa Shear 4 ϕv sa Seismic Shear 5 ϕv sa Tensile 3 ϕn sa Shear 4 ϕv sa Seismic Shear 5 ϕv sa Tensile 3 ϕn sa Shear 4 ϕv sa Seismic Shear 5 ϕv sa 4,290 2,375 1,663 6,435 3,565 2,496 6,600 3,430 2,401 (19.1) (10.6) (7.4) (28.6) (15.9) (11.1) (29.4) (15.3) (10.7) 7,800 4,320 3,024 11,700 6,480 4,536 12,000 6,240 4,368 (34.7) (19.2) (13.5) (52.0) (28.8) (20.2) (53.4) (27.8) (19.4) 12,090 6,695 4,687 18,135 10,045 7,032 18,600 9,670 6,769 (53.8) (29.8) (20.8) (80.7) (44.7) (31.3) (82.7) (43.0) (30.1) 17,160 9,505 6,654 25,740 14,255 9,979 26,400 13,730 9,611 (76.3) (42.3) (29.6) (114.5) (63.4) (44.4) (117.4) (61.1) (42.8) 23,400 12,960 9,072 35,100 19,440 13,608 36,000 18,720 13,104 (104.1) (57.6) (40.4) (156.1) (86.5) (60.5) (160.1) (83.3) (58.3) 30,810 17,065 11,946 46,215 25,595 17,917 47,400 24,650 17,255 (137.0) (75.9) (53.1) (205.6) (113.9) (79.7) (210.8) (109.6) (76.8) 39,000 21,600 15,120 58,500 32,400 22,680 60,000 31,200 21,840 (173.5) (96.1) (67.3) (260.2) (144.1) (100.9) (266.9) (138.8) (97.1) 49,530 27,430 19,201 74,295 41,150 28,805 76,200 39,625 27,738 (220.3) (122.0) (85.4) (330.5) (183.0) (128.1) (339.0) (176.3) (123.4) 1 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 2 ASTM A706 Grade 60 rebar are considered ductile steel elements. ASTM A615 Grade 40 and 60 rebar are considered brittle steel elements. 3 Tensile = A se,n f uta as noted in ACI 318 Appendix D. 4 Shear = 0.60 A se,n f uta as noted in ACI 318 Appendix D 5 Seismic shear values determined by multiplying V sa x α V,seis where α V,seis = 0.7. See Section 3.1.7.4 for additional information on seismic applications. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 107

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 6 - Load adjustment factors for #3 rebar in uncracked concrete 1,2,3 #3 uncracked concrete Embedment in. 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 h ef (mm) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) 1-3/4 (44) n/a n/a n/a 0.28 0.22 0.13 n/a n/a n/a 0.07 0.05 0.03 0.14 0.09 0.05 n/a n/a n/a 1-7/8 (48) 0.58 0.57 0.54 0.29 0.22 0.13 0.53 0.52 0.52 0.08 0.05 0.03 0.16 0.10 0.06 n/a n/a n/a 2 (51) 0.59 0.57 0.54 0.29 0.23 0.13 0.53 0.52 0.52 0.09 0.06 0.03 0.17 0.11 0.06 n/a n/a n/a 3 (76) 0.63 0.61 0.57 0.36 0.28 0.16 0.55 0.54 0.53 0.16 0.10 0.06 0.32 0.21 0.12 n/a n/a n/a 3-5/8 (92) 0.66 0.63 0.58 0.41 0.31 0.18 0.56 0.54 0.53 0.21 0.14 0.08 0.41 0.27 0.16 n/a n/a n/a 4 (102) 0.68 0.65 0.59 0.43 0.33 0.19 0.57 0.55 0.53 0.24 0.16 0.09 0.43 0.32 0.18 n/a n/a n/a 4-5/8 (117) 0.70 0.67 0.60 0.48 0.36 0.21 0.58 0.56 0.54 0.30 0.20 0.11 0.48 0.38 0.23 0.55 n/a n/a 5 (127) 0.72 0.69 0.61 0.51 0.38 0.22 0.58 0.56 0.54 0.34 0.22 0.13 0.51 0.40 0.25 0.57 n/a n/a 5-3/4 (146) 0.75 0.71 0.63 0.59 0.43 0.25 0.59 0.57 0.55 0.42 0.27 0.16 0.59 0.44 0.31 0.61 0.53 n/a 6 (152) 0.77 0.72 0.63 0.61 0.45 0.26 0.60 0.57 0.55 0.45 0.29 0.17 0.61 0.46 0.32 0.63 0.54 n/a 7 (178) 0.81 0.76 0.66 0.71 0.52 0.30 0.61 0.59 0.56 0.57 0.37 0.21 0.71 0.52 0.35 0.68 0.58 n/a 8 (203) 0.85 0.80 0.68 0.82 0.59 0.34 0.63 0.60 0.57 0.69 0.45 0.26 0.82 0.59 0.38 0.72 0.63 n/a 8-3/4 (222) 0.89 0.82 0.69 0.89 0.65 0.38 0.64 0.61 0.57 0.79 0.51 0.29 0.89 0.65 0.40 0.76 0.65 0.54 9 (229) 0.90 0.83 0.70 0.92 0.67 0.39 0.65 0.61 0.58 0.83 0.54 0.31 0.92 0.67 0.41 0.77 0.66 0.55 10 (254) 0.94 0.87 0.72 1.00 0.74 0.43 0.66 0.62 0.58 0.97 0.63 0.36 1.00 0.74 0.44 0.81 0.70 0.58 11 (279) 0.99 0.91 0.74 0.82 0.47 0.68 0.63 0.59 1.00 0.72 0.41 0.82 0.48 0.85 0.73 0.61 12 (305) 1.00 0.94 0.77 0.89 0.52 0.70 0.65 0.60 0.83 0.47 0.89 0.52 0.88 0.77 0.64 14 (356) 1.00 0.81 1.00 0.60 0.73 0.67 0.62 1.00 0.60 1.00 0.60 0.96 0.83 0.69 16 (406) 0.86 0.69 0.76 0.70 0.63 0.73 0.69 1.00 0.88 0.73 18 (457) 0.90 0.77 0.79 0.72 0.65 0.87 0.77 0.94 0.78 24 (610) 1.00 1.00 0.89 0.79 0.70 1.00 1.00 1.00 0.90 30 (762) 0.99 0.87 0.75 1.00 36 (914) 1.00 0.94 0.80 >48 (1219) 1.00 0.90 Table 7 - Load adjustment factors for #3 rebar in cracked concrete 1,2,3 #3 cracked concrete Embedment in. 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 h ef (mm) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) 1-3/4 (44) n/a n/a n/a 0.52 0.49 0.43 n/a n/a n/a 0.09 0.07 0.04 0.17 0.13 0.08 n/a n/a n/a 1-7/8 (48) 0.58 0.57 0.54 0.53 0.50 0.44 0.53 0.53 0.52 0.10 0.07 0.04 0.19 0.14 0.09 n/a n/a n/a 2 (51) 0.59 0.57 0.54 0.55 0.51 0.44 0.54 0.53 0.52 0.11 0.08 0.05 0.21 0.16 0.10 n/a n/a n/a 3 (76) 0.63 0.61 0.57 0.66 0.60 0.49 0.56 0.55 0.53 0.19 0.15 0.09 0.39 0.29 0.18 n/a n/a n/a 3-5/8 (92) 0.66 0.63 0.58 0.73 0.66 0.53 0.57 0.56 0.54 0.26 0.19 0.12 0.52 0.39 0.23 n/a n/a n/a 4 (102) 0.68 0.65 0.59 0.78 0.70 0.55 0.57 0.56 0.54 0.30 0.22 0.13 0.60 0.45 0.27 n/a n/a n/a 4-5/8 (117) 0.70 0.67 0.60 0.86 0.76 0.58 0.59 0.57 0.55 0.37 0.28 0.17 0.75 0.56 0.34 0.59 n/a n/a 5 (127) 0.72 0.69 0.61 0.91 0.80 0.60 0.59 0.58 0.55 0.42 0.31 0.19 0.84 0.63 0.38 0.61 n/a n/a 5-3/4 (146) 0.75 0.71 0.63 1.00 0.88 0.64 0.61 0.59 0.56 0.52 0.39 0.23 1.00 0.78 0.47 0.66 0.60 n/a 6 (152) 0.77 0.72 0.63 0.91 0.66 0.61 0.59 0.57 0.55 0.41 0.25 0.83 0.50 0.67 0.61 n/a 7 (178) 0.81 0.76 0.66 1.00 0.72 0.63 0.61 0.58 0.69 0.52 0.31 1.00 0.62 0.72 0.66 n/a 8 (203) 0.85 0.80 0.68 0.78 0.65 0.62 0.59 0.85 0.64 0.38 0.76 0.77 0.70 n/a 8-3/4 (222) 0.89 0.82 0.69 0.83 0.66 0.63 0.60 0.97 0.73 0.44 0.83 0.81 0.73 0.62 9 (229) 0.90 0.83 0.70 0.85 0.67 0.64 0.60 1.00 0.76 0.46 0.85 0.82 0.74 0.63 10 (254) 0.94 0.87 0.72 0.91 0.69 0.65 0.61 0.89 0.53 0.91 0.86 0.79 0.66 11 (279) 0.99 0.91 0.74 0.98 0.71 0.67 0.62 1.00 0.62 0.98 0.91 0.82 0.69 12 (305) 1.00 0.94 0.77 1.00 0.72 0.68 0.63 0.70 1.00 0.95 0.86 0.73 14 (356) 1.00 0.81 0.76 0.72 0.65 0.88 1.00 0.93 0.78 16 (406) 0.86 0.80 0.75 0.68 1.00 0.99 0.84 18 (457) 0.90 0.84 0.78 0.70 1.00 0.89 24 (610) 1.00 0.95 0.87 0.76 1.00 30 (762) 1.00 0.96 0.83 36 (914) 1.00 0.89 >48 (1219) 1.00 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 108 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 8 - Load adjustment factors for #4 rebar in uncracked concrete 1,2,3 #4 uncracked concrete Embedment in. 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 h ef (mm) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) 1-3/4 (44) n/a n/a n/a 0.25 0.19 0.11 n/a n/a n/a 0.05 0.03 0.02 0.11 0.07 0.03 n/a n/a n/a 2-1/2 (64) 0.58 0.57 0.54 0.28 0.22 0.13 0.53 0.53 0.52 0.09 0.06 0.03 0.18 0.12 0.06 n/a n/a n/a 3 (76) 0.60 0.58 0.55 0.30 0.24 0.14 0.54 0.53 0.52 0.12 0.08 0.04 0.24 0.15 0.08 n/a n/a n/a 4 (102) 0.63 0.61 0.57 0.35 0.27 0.16 0.55 0.54 0.53 0.18 0.12 0.06 0.35 0.24 0.12 n/a n/a n/a 5 (127) 0.67 0.64 0.58 0.40 0.31 0.18 0.57 0.55 0.53 0.26 0.17 0.08 0.40 0.33 0.17 n/a n/a n/a 5-3/4 (146) 0.69 0.66 0.60 0.45 0.34 0.20 0.58 0.56 0.54 0.32 0.21 0.10 0.45 0.36 0.21 0.56 n/a n/a 6 (152) 0.70 0.67 0.60 0.46 0.35 0.20 0.58 0.56 0.54 0.34 0.22 0.11 0.46 0.37 0.22 0.57 n/a n/a 7 (178) 0.73 0.69 0.62 0.52 0.39 0.23 0.59 0.57 0.54 0.42 0.28 0.14 0.52 0.41 0.28 0.61 n/a n/a 7-1/4 (184) 0.74 0.70 0.62 0.54 0.40 0.23 0.60 0.57 0.55 0.45 0.29 0.15 0.54 0.42 0.29 0.62 0.54 n/a 8 (203) 0.77 0.72 0.63 0.60 0.44 0.26 0.61 0.58 0.55 0.52 0.34 0.17 0.60 0.45 0.32 0.66 0.57 n/a 9 (229) 0.80 0.75 0.65 0.67 0.49 0.29 0.62 0.59 0.56 0.62 0.40 0.20 0.67 0.49 0.34 0.70 0.60 n/a 10 (254) 0.83 0.78 0.67 0.75 0.55 0.32 0.63 0.60 0.56 0.72 0.47 0.24 0.75 0.55 0.36 0.73 0.64 n/a 11-1/4 (286) 0.88 0.81 0.69 0.84 0.62 0.36 0.65 0.61 0.57 0.86 0.56 0.28 0.84 0.62 0.39 0.78 0.67 0.54 12 (305) 0.90 0.83 0.70 0.90 0.66 0.38 0.66 0.62 0.58 0.95 0.62 0.31 0.90 0.66 0.41 0.80 0.70 0.55 14 (356) 0.97 0.89 0.73 1.00 0.77 0.45 0.69 0.64 0.59 1.00 0.78 0.39 1.00 0.77 0.46 0.87 0.75 0.60 16 (406) 1.00 0.94 0.77 0.88 0.51 0.72 0.66 0.60 0.95 0.48 0.88 0.51 0.93 0.80 0.64 18 (457) 1.00 0.80 0.99 0.58 0.74 0.68 0.61 1.00 0.57 0.99 0.58 0.98 0.85 0.68 20 (508) 0.83 1.00 0.64 0.77 0.70 0.63 0.67 1.00 0.64 1.00 0.90 0.71 22 (559) 0.87 0.70 0.80 0.72 0.64 0.77 0.70 0.94 0.75 24 (610) 0.90 0.77 0.82 0.74 0.65 0.88 0.77 0.98 0.78 30 (762) 1.00 0.96 0.90 0.80 0.69 1.00 0.96 1.00 0.87 36 (914) 1.00 0.98 0.86 0.73 1.00 0.96 > 48 (1219) 1.00 0.98 0.81 1.00 3.2.3 3.2.4 Table 9 - Load adjustment factors for #4 rebar in cracked concrete 1,2,3 #4 cracked concrete Embedment in. 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 3-3/8 4-1/2 7-1/2 h ef (mm) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) (86) (114) (191) 1-3/4 (44) n/a n/a n/a 0.48 0.45 0.41 n/a n/a n/a 0.06 0.04 0.03 0.11 0.09 0.05 n/a n/a n/a 2-1/2 (64) 0.58 0.57 0.54 0.53 0.50 0.44 0.54 0.53 0.52 0.10 0.07 0.04 0.20 0.15 0.09 n/a n/a n/a 3 (76) 0.60 0.58 0.55 0.57 0.53 0.46 0.54 0.53 0.52 0.13 0.10 0.06 0.26 0.19 0.12 n/a n/a n/a 4 (102) 0.63 0.61 0.57 0.66 0.60 0.49 0.56 0.55 0.53 0.20 0.15 0.09 0.39 0.30 0.18 n/a n/a n/a 5 (127) 0.67 0.64 0.58 0.75 0.67 0.53 0.57 0.56 0.54 0.28 0.21 0.12 0.55 0.41 0.25 n/a n/a n/a 5-3/4 (146) 0.69 0.66 0.60 0.82 0.73 0.56 0.58 0.57 0.55 0.34 0.26 0.15 0.68 0.51 0.31 0.57 n/a n/a 6 (152) 0.70 0.67 0.60 0.85 0.75 0.57 0.58 0.57 0.55 0.36 0.27 0.16 0.73 0.54 0.33 0.58 n/a n/a 7 (178) 0.73 0.69 0.62 0.95 0.83 0.62 0.60 0.58 0.56 0.46 0.34 0.21 0.91 0.69 0.41 0.63 n/a n/a 7-1/4 (184) 0.74 0.70 0.62 0.98 0.85 0.63 0.60 0.58 0.56 0.48 0.36 0.22 0.96 0.72 0.43 0.64 0.58 n/a 8 (203) 0.77 0.72 0.63 1.00 0.91 0.66 0.61 0.59 0.57 0.56 0.42 0.25 1.00 0.84 0.50 0.67 0.61 n/a 9 (229) 0.80 0.75 0.65 1.00 0.70 0.63 0.60 0.57 0.67 0.50 0.30 1.00 0.60 0.71 0.65 n/a 10 (254) 0.83 0.78 0.67 0.75 0.64 0.62 0.58 0.78 0.59 0.35 0.70 0.75 0.68 n/a 11-1/4 (286) 0.88 0.81 0.69 0.81 0.66 0.63 0.59 0.93 0.70 0.42 0.81 0.80 0.72 0.61 12 (305) 0.90 0.83 0.70 0.85 0.67 0.64 0.60 1.00 0.77 0.46 0.85 0.82 0.75 0.63 14 (356) 0.97 0.89 0.73 0.95 0.70 0.66 0.62 0.97 0.58 0.95 0.89 0.81 0.68 16 (406) 1.00 0.94 0.77 1.00 0.73 0.69 0.63 1.00 0.71 1.00 0.95 0.86 0.73 18 (457) 1.00 0.80 0.75 0.71 0.65 0.85 1.00 0.92 0.77 20 (508) 0.83 0.78 0.73 0.67 0.99 0.97 0.81 22 (559) 0.87 0.81 0.76 0.68 1.00 1.00 0.85 24 (610) 0.90 0.84 0.78 0.70 0.89 30 (762) 1.00 0.92 0.85 0.75 1.00 36 (914) 1.00 0.92 0.80 > 48 (1219) 1.00 0.90 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 109

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 10 - Load adjustment factors for #5 rebar in uncracked concrete 1,2,3 #5 uncracked concrete Embedment in. 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 h ef (mm) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) 1-3/4 (44) n/a n/a n/a 0.23 0.18 0.11 n/a n/a n/a 0.04 0.03 0.01 0.08 0.06 0.03 n/a n/a n/a 3-1/8 (79) 0.59 0.57 0.54 0.28 0.22 0.13 0.54 0.53 0.52 0.10 0.07 0.03 0.20 0.13 0.06 n/a n/a n/a 4 (102) 0.61 0.59 0.55 0.32 0.24 0.14 0.55 0.53 0.52 0.15 0.10 0.04 0.29 0.19 0.09 n/a n/a n/a 4-5/8 (117) 0.63 0.60 0.56 0.34 0.26 0.15 0.55 0.54 0.52 0.18 0.12 0.06 0.34 0.24 0.11 n/a n/a n/a 5 (127) 0.64 0.61 0.57 0.36 0.27 0.16 0.56 0.54 0.53 0.21 0.13 0.06 0.36 0.27 0.12 n/a n/a n/a 6 (152) 0.66 0.63 0.58 0.40 0.30 0.18 0.57 0.55 0.53 0.27 0.18 0.08 0.40 0.33 0.16 n/a n/a n/a 7 (178) 0.69 0.66 0.59 0.44 0.33 0.20 0.58 0.56 0.54 0.34 0.22 0.10 0.44 0.36 0.21 n/a n/a n/a 7-1/8 (181) 0.69 0.66 0.60 0.45 0.34 0.20 0.58 0.56 0.54 0.35 0.23 0.11 0.45 0.36 0.21 0.57 n/a n/a 8 (203) 0.72 0.68 0.61 0.49 0.37 0.21 0.59 0.57 0.54 0.41 0.27 0.13 0.49 0.39 0.25 0.61 n/a n/a 9 (229) 0.75 0.70 0.62 0.54 0.40 0.23 0.60 0.58 0.55 0.50 0.32 0.15 0.54 0.42 0.30 0.65 0.56 n/a 10 (254) 0.77 0.72 0.63 0.60 0.44 0.26 0.62 0.59 0.55 0.58 0.38 0.18 0.60 0.46 0.32 0.68 0.59 n/a 11 (279) 0.80 0.74 0.65 0.67 0.49 0.29 0.63 0.60 0.56 0.67 0.43 0.20 0.67 0.49 0.34 0.71 0.62 n/a 12 (305) 0.83 0.77 0.66 0.73 0.53 0.31 0.64 0.60 0.56 0.76 0.50 0.23 0.73 0.53 0.36 0.75 0.65 n/a 14 (356) 0.88 0.81 0.69 0.85 0.62 0.36 0.66 0.62 0.57 0.96 0.62 0.29 0.85 0.62 0.39 0.81 0.70 0.54 16 (406) 0.94 0.86 0.71 0.97 0.71 0.42 0.69 0.64 0.58 1.00 0.76 0.36 0.97 0.71 0.43 0.86 0.75 0.58 18 (457) 0.99 0.90 0.74 1.00 0.80 0.47 0.71 0.66 0.59 0.91 0.43 1.00 0.80 0.47 0.91 0.79 0.61 20 (508) 1.00 0.94 0.77 0.89 0.52 0.73 0.67 0.60 1.00 0.50 0.89 0.52 0.96 0.83 0.65 22 (559) 0.99 0.79 0.98 0.57 0.75 0.69 0.62 0.58 0.98 0.57 1.00 0.87 0.68 24 (610) 1.00 0.82 1.00 0.62 0.78 0.71 0.63 0.66 1.00 0.62 0.91 0.71 26 (660) 0.85 0.68 0.80 0.73 0.64 0.74 0.68 0.95 0.74 28 (711) 0.87 0.73 0.82 0.74 0.65 0.83 0.73 0.99 0.77 30 (762) 0.90 0.78 0.85 0.76 0.66 0.92 0.78 1.00 0.79 36 (914) 0.98 0.94 0.92 0.81 0.69 1.00 0.94 0.87 > 48 (1219) 1.00 1.00 1.00 0.92 0.75 1.00 1.00 Table 11 - Load adjustment factors for #5 rebar in cracked concrete 1,2,3 #5 cracked concrete Embedment in. 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 5-5/8 7-1/2 12-1/2 h ef (mm) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) (143) (191) (318) 1-3/4 (44) n/a n/a n/a 0.45 0.43 0.40 n/a n/a n/a 0.04 0.03 0.02 0.09 0.06 0.04 n/a n/a n/a 3-1/8 (79) 0.59 0.57 0.54 0.54 0.50 0.44 0.54 0.53 0.52 0.10 0.08 0.05 0.20 0.15 0.09 n/a n/a n/a 4 (102) 0.61 0.59 0.55 0.60 0.55 0.46 0.55 0.54 0.53 0.15 0.11 0.07 0.30 0.22 0.13 n/a n/a n/a 4-5/8 (117) 0.63 0.60 0.56 0.64 0.58 0.48 0.55 0.54 0.53 0.18 0.14 0.08 0.37 0.27 0.16 n/a n/a n/a 5 (127) 0.64 0.61 0.57 0.67 0.60 0.49 0.56 0.55 0.53 0.21 0.15 0.09 0.41 0.30 0.18 n/a n/a n/a 6 (152) 0.66 0.63 0.58 0.74 0.66 0.53 0.57 0.56 0.54 0.27 0.20 0.12 0.54 0.40 0.24 n/a n/a n/a 7 (178) 0.69 0.66 0.59 0.82 0.72 0.56 0.58 0.57 0.55 0.34 0.25 0.15 0.68 0.50 0.30 n/a n/a n/a 7-1/8 (181) 0.69 0.66 0.60 0.83 0.73 0.56 0.58 0.57 0.55 0.35 0.26 0.16 0.70 0.52 0.31 0.58 n/a n/a 8 (203) 0.72 0.68 0.61 0.90 0.78 0.59 0.59 0.58 0.55 0.42 0.31 0.19 0.84 0.62 0.37 0.61 n/a n/a 9 (229) 0.75 0.70 0.62 0.99 0.85 0.62 0.60 0.59 0.56 0.50 0.37 0.22 1.00 0.74 0.44 0.65 0.59 n/a 10 (254) 0.77 0.72 0.63 1.00 0.91 0.66 0.62 0.60 0.57 0.58 0.43 0.26 0.86 0.52 0.68 0.62 n/a 11 (279) 0.80 0.74 0.65 0.98 0.69 0.63 0.60 0.57 0.67 0.50 0.30 0.98 0.60 0.72 0.65 n/a 12 (305) 0.83 0.77 0.66 1.00 0.73 0.64 0.61 0.58 0.77 0.57 0.34 1.00 0.68 0.75 0.68 n/a 14 (356) 0.88 0.81 0.69 0.81 0.66 0.63 0.59 0.97 0.71 0.43 0.81 0.81 0.73 0.62 16 (406) 0.94 0.86 0.71 0.89 0.69 0.65 0.61 1.00 0.87 0.52 0.89 0.86 0.78 0.66 18 (457) 0.99 0.90 0.74 0.97 0.71 0.67 0.62 1.00 0.62 0.97 0.92 0.83 0.70 20 (508) 1.00 0.94 0.77 1.00 0.73 0.69 0.64 0.73 1.00 0.97 0.87 0.74 22 (559) 0.99 0.79 0.76 0.71 0.65 0.84 1.00 0.91 0.77 24 (610) 1.00 0.82 0.78 0.73 0.66 0.96 0.96 0.81 26 (660) 0.85 0.80 0.75 0.68 1.00 0.99 0.84 28 (711) 0.87 0.83 0.77 0.69 1.00 0.87 30 (762) 0.90 0.85 0.79 0.70 0.90 36 (914) 0.98 0.92 0.84 0.74 0.99 > 48 (1219) 1.00 1.00 0.96 0.82 1.00 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 110 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 12 - Load adjustment factors for #6 rebar in uncracked concrete 1,2,3 #6 uncracked concrete Embedment in. 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 h ef (mm) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) 1-3/4 (44) n/a n/a n/a 0.23 0.18 0.10 n/a n/a n/a 0.03 0.02 0.01 0.07 0.05 0.02 n/a n/a n/a 3-3/4 (95) 0.59 0.57 0.54 0.29 0.22 0.13 0.54 0.53 0.52 0.11 0.07 0.03 0.22 0.14 0.07 n/a n/a n/a 4 (102) 0.59 0.57 0.54 0.30 0.22 0.13 0.54 0.53 0.52 0.12 0.08 0.04 0.24 0.16 0.07 n/a n/a n/a 5 (127) 0.62 0.59 0.56 0.33 0.25 0.15 0.55 0.54 0.52 0.17 0.11 0.05 0.33 0.22 0.10 n/a n/a n/a 5-1/4 (133) 0.62 0.60 0.56 0.34 0.25 0.15 0.55 0.54 0.52 0.18 0.12 0.05 0.34 0.23 0.11 n/a n/a n/a 6 (152) 0.64 0.61 0.57 0.36 0.27 0.16 0.56 0.55 0.53 0.22 0.14 0.07 0.36 0.29 0.13 n/a n/a n/a 7 (178) 0.66 0.63 0.58 0.40 0.30 0.17 0.57 0.55 0.53 0.28 0.18 0.08 0.40 0.33 0.17 n/a n/a n/a 8 (203) 0.69 0.65 0.59 0.43 0.32 0.19 0.58 0.56 0.54 0.34 0.22 0.10 0.43 0.35 0.20 n/a n/a n/a 8-1/2 (216) 0.70 0.66 0.59 0.45 0.34 0.20 0.59 0.56 0.54 0.37 0.24 0.11 0.45 0.37 0.22 0.59 n/a n/a 9 (229) 0.71 0.67 0.60 0.47 0.35 0.21 0.59 0.57 0.54 0.40 0.26 0.12 0.47 0.38 0.24 0.60 n/a n/a 10 (254) 0.73 0.69 0.61 0.51 0.38 0.22 0.60 0.58 0.55 0.47 0.31 0.14 0.51 0.41 0.29 0.64 n/a n/a 10-3/4 (273) 0.75 0.70 0.62 0.55 0.40 0.24 0.61 0.58 0.55 0.53 0.34 0.16 0.55 0.43 0.31 0.66 0.57 n/a 12 (305) 0.78 0.72 0.63 0.61 0.45 0.26 0.62 0.59 0.55 0.62 0.40 0.19 0.61 0.46 0.33 0.70 0.60 n/a 14 (356) 0.82 0.76 0.66 0.71 0.53 0.31 0.64 0.61 0.56 0.78 0.51 0.24 0.71 0.53 0.36 0.75 0.65 n/a 16 (406) 0.87 0.80 0.68 0.82 0.60 0.35 0.66 0.62 0.57 0.96 0.62 0.29 0.82 0.60 0.39 0.80 0.70 n/a 16-3/4 (425) 0.89 0.81 0.69 0.85 0.63 0.37 0.67 0.63 0.58 1.00 0.67 0.31 0.85 0.63 0.40 0.82 0.71 0.55 18 (457) 0.92 0.83 0.70 0.92 0.68 0.40 0.68 0.64 0.58 0.74 0.35 0.92 0.68 0.42 0.85 0.74 0.57 20 (508) 0.96 0.87 0.72 1.00 0.75 0.44 0.70 0.65 0.59 0.87 0.40 1.00 0.75 0.45 0.90 0.78 0.60 22 (559) 1.00 0.91 0.74 0.83 0.48 0.72 0.67 0.60 1.00 0.47 0.83 0.49 0.94 0.82 0.63 24 (610) 0.94 0.77 0.90 0.53 0.74 0.68 0.61 0.53 0.90 0.53 0.99 0.85 0.66 26 (660) 0.98 0.79 0.98 0.57 0.76 0.70 0.62 0.60 0.98 0.57 1.00 0.89 0.69 28 (711) 1.00 0.81 1.00 0.62 0.78 0.71 0.63 0.67 1.00 0.62 0.92 0.71 30 (762) 0.83 0.66 0.80 0.73 0.64 0.74 0.66 0.95 0.74 36 (914) 0.90 0.79 0.86 0.77 0.66 0.98 0.79 1.00 0.81 > 48 (1219) 1.00 1.00 0.99 0.86 0.72 1.00 1.00 0.94 Table 13 - Load adjustment factors for #6 rebar in cracked concrete 1,2,3 #6 cracked concrete Embedment in. 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 6-3/4 9 15 h ef (mm) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) (171) (229) (381) 1-3/4 (44) n/a n/a n/a 0.44 0.42 0.39 n/a n/a n/a 0.03 0.02 0.01 0.07 0.05 0.03 n/a n/a n/a 3-3/4 (95) 0.59 0.57 0.54 0.54 0.50 0.44 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.15 0.09 n/a n/a n/a 4 (102) 0.59 0.57 0.54 0.56 0.51 0.44 0.54 0.53 0.52 0.12 0.08 0.05 0.24 0.17 0.10 n/a n/a n/a 5 (127) 0.62 0.59 0.56 0.61 0.56 0.47 0.55 0.54 0.53 0.17 0.12 0.07 0.34 0.24 0.14 n/a n/a n/a 5-1/4 (133) 0.62 0.60 0.56 0.63 0.57 0.47 0.55 0.54 0.53 0.18 0.13 0.08 0.36 0.26 0.15 n/a n/a n/a 6 (152) 0.64 0.61 0.57 0.67 0.60 0.49 0.56 0.55 0.53 0.22 0.16 0.09 0.44 0.31 0.19 n/a n/a n/a 7 (178) 0.66 0.63 0.58 0.74 0.65 0.52 0.57 0.56 0.54 0.28 0.20 0.12 0.56 0.39 0.24 n/a n/a n/a 8 (203) 0.69 0.65 0.59 0.80 0.70 0.55 0.58 0.56 0.55 0.34 0.24 0.14 0.68 0.48 0.29 n/a n/a n/a 8-1/2 (216) 0.70 0.66 0.59 0.84 0.72 0.56 0.59 0.57 0.55 0.37 0.26 0.16 0.75 0.53 0.32 0.59 n/a n/a 9 (229) 0.71 0.67 0.60 0.87 0.75 0.57 0.59 0.57 0.55 0.41 0.29 0.17 0.82 0.57 0.34 0.61 n/a n/a 10 (254) 0.73 0.69 0.61 0.94 0.80 0.60 0.60 0.58 0.56 0.48 0.34 0.20 0.95 0.67 0.40 0.64 n/a n/a 10-3/4 (273) 0.75 0.70 0.62 1.00 0.84 0.62 0.61 0.59 0.56 0.53 0.37 0.22 1.00 0.75 0.45 0.66 0.59 n/a 12 (305) 0.78 0.72 0.63 0.91 0.66 0.62 0.60 0.57 0.63 0.44 0.26 0.88 0.53 0.70 0.62 n/a 14 (356) 0.82 0.76 0.66 1.00 0.72 0.64 0.61 0.58 0.79 0.56 0.33 1.00 0.67 0.76 0.67 n/a 16 (406) 0.87 0.80 0.68 0.78 0.66 0.63 0.59 0.97 0.68 0.41 0.78 0.81 0.72 n/a 16-3/4 (425) 0.89 0.81 0.69 0.81 0.67 0.63 0.60 1.00 0.73 0.44 0.81 0.83 0.73 0.62 18 (457) 0.92 0.83 0.70 0.85 0.68 0.64 0.60 0.81 0.49 0.85 0.86 0.76 0.64 20 (508) 0.96 0.87 0.72 0.91 0.70 0.66 0.61 0.95 0.57 0.91 0.90 0.80 0.68 22 (559) 1.00 0.91 0.74 0.98 0.72 0.68 0.63 1.00 0.66 0.98 0.95 0.84 0.71 24 (610) 0.94 0.77 1.00 0.74 0.69 0.64 0.75 1.00 0.99 0.88 0.74 26 (660) 0.98 0.79 0.76 0.71 0.65 0.84 1.00 0.91 0.77 28 (711) 1.00 0.81 0.79 0.73 0.66 0.94 0.95 0.80 30 (762) 0.83 0.81 0.74 0.67 1.00 0.98 0.83 36 (914) 0.90 0.87 0.79 0.71 1.00 0.91 > 48 (1219) 1.00 0.99 0.89 0.77 1.00 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 111

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 14 - Load adjustment factors for #7 Rebar in uncracked concrete 1,2,3 #7 uncracked concrete Embedment in. 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 h ef (mm) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) 1-3/4 (44) n/a n/a n/a 0.22 0.17 0.10 n/a n/a n/a 0.03 0.02 0.01 0.05 0.04 0.02 n/a n/a n/a 4-3/8 (111) 0.59 0.57 0.54 0.29 0.22 0.13 0.54 0.53 0.52 0.11 0.07 0.03 0.22 0.14 0.07 n/a n/a n/a 5 (127) 0.60 0.58 0.55 0.31 0.23 0.14 0.54 0.53 0.52 0.13 0.09 0.04 0.27 0.17 0.08 n/a n/a n/a 5-1/2 (140) 0.61 0.59 0.55 0.32 0.24 0.14 0.55 0.54 0.52 0.15 0.10 0.05 0.31 0.20 0.09 n/a n/a n/a 6 (152) 0.62 0.60 0.56 0.34 0.25 0.15 0.55 0.54 0.52 0.17 0.11 0.05 0.34 0.23 0.11 n/a n/a n/a 7 (178) 0.64 0.61 0.57 0.37 0.27 0.16 0.56 0.55 0.53 0.22 0.14 0.07 0.37 0.29 0.13 n/a n/a n/a 8 (203) 0.66 0.63 0.58 0.40 0.30 0.17 0.57 0.55 0.53 0.27 0.17 0.08 0.40 0.33 0.16 n/a n/a n/a 9 (229) 0.68 0.64 0.59 0.43 0.32 0.19 0.58 0.56 0.54 0.32 0.21 0.10 0.43 0.35 0.19 n/a n/a n/a 9-7/8 (251) 0.70 0.66 0.59 0.46 0.34 0.20 0.59 0.56 0.54 0.37 0.24 0.11 0.46 0.37 0.22 0.59 n/a n/a 10 (254) 0.70 0.66 0.60 0.46 0.34 0.20 0.59 0.57 0.54 0.38 0.24 0.11 0.46 0.37 0.23 0.59 n/a n/a 11 (279) 0.72 0.67 0.60 0.49 0.37 0.22 0.60 0.57 0.54 0.43 0.28 0.13 0.49 0.40 0.26 0.62 n/a n/a 12 (305) 0.74 0.69 0.61 0.53 0.39 0.23 0.60 0.58 0.55 0.49 0.32 0.15 0.53 0.42 0.30 0.65 n/a n/a 12-1/2 (318) 0.75 0.70 0.62 0.55 0.41 0.24 0.61 0.58 0.55 0.52 0.34 0.16 0.55 0.43 0.31 0.66 0.57 n/a 14 (356) 0.78 0.72 0.63 0.62 0.46 0.27 0.62 0.59 0.55 0.62 0.40 0.19 0.62 0.47 0.33 0.70 0.60 n/a 16 (406) 0.82 0.75 0.65 0.71 0.52 0.31 0.64 0.60 0.56 0.76 0.49 0.23 0.71 0.52 0.36 0.75 0.65 n/a 18 (457) 0.86 0.79 0.67 0.80 0.59 0.34 0.66 0.62 0.57 0.91 0.59 0.27 0.80 0.59 0.38 0.79 0.68 n/a 19-1/2 (495) 0.89 0.81 0.69 0.86 0.63 0.37 0.67 0.63 0.58 1.00 0.66 0.31 0.86 0.63 0.40 0.82 0.71 0.55 20 (508) 0.90 0.82 0.69 0.89 0.65 0.38 0.67 0.63 0.58 0.69 0.32 0.89 0.65 0.41 0.83 0.72 0.56 22 (559) 0.94 0.85 0.71 0.97 0.72 0.42 0.69 0.64 0.59 0.80 0.37 0.97 0.72 0.44 0.87 0.76 0.59 24 (610) 0.98 0.88 0.73 1.00 0.78 0.46 0.71 0.66 0.59 0.91 0.42 1.00 0.78 0.47 0.91 0.79 0.61 26 (660) 1.00 0.91 0.75 0.85 0.50 0.73 0.67 0.60 1.00 0.48 0.85 0.50 0.95 0.82 0.64 28 (711) 0.94 0.77 0.91 0.53 0.74 0.68 0.61 0.53 0.91 0.53 0.99 0.85 0.66 30 (762) 0.98 0.79 0.98 0.57 0.76 0.70 0.62 0.59 0.98 0.57 1.00 0.88 0.68 36 (914) 1.00 0.84 1.00 0.69 0.81 0.73 0.64 0.77 1.00 0.69 0.97 0.75 > 48 (1219) 0.96 0.92 0.92 0.81 0.69 1.00 0.92 1.00 0.87 Table 15 - Load adjustment factors for #7 rebar in cracked concrete 1,2,3 #7 cracked concrete Embedment in. 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 7-7/8 10-1/2 17-1/2 h ef (mm) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) (200) (267) (445) 1-3/4 (44) n/a n/a n/a 0.42 0.41 0.38 n/a n/a n/a 0.03 0.02 0.01 0.06 0.04 0.02 n/a n/a n/a 4-3/8 (111) 0.59 0.57 0.54 0.55 0.50 0.44 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.16 0.09 n/a n/a n/a 5 (127) 0.60 0.58 0.55 0.58 0.52 0.45 0.54 0.53 0.52 0.13 0.10 0.06 0.27 0.19 0.11 n/a n/a n/a 5-1/2 (140) 0.61 0.59 0.55 0.60 0.54 0.46 0.55 0.54 0.53 0.15 0.11 0.07 0.31 0.22 0.13 n/a n/a n/a 6 (152) 0.62 0.60 0.56 0.63 0.56 0.47 0.55 0.54 0.53 0.18 0.13 0.08 0.35 0.25 0.15 n/a n/a n/a 7 (178) 0.64 0.61 0.57 0.68 0.60 0.49 0.56 0.55 0.53 0.22 0.16 0.09 0.44 0.32 0.19 n/a n/a n/a 8 (203) 0.66 0.63 0.58 0.74 0.64 0.52 0.57 0.56 0.54 0.27 0.19 0.12 0.54 0.39 0.23 n/a n/a n/a 9 (229) 0.68 0.64 0.59 0.79 0.68 0.54 0.58 0.56 0.54 0.32 0.23 0.14 0.65 0.46 0.28 n/a n/a n/a 9-7/8 (251) 0.70 0.66 0.59 0.84 0.72 0.56 0.59 0.57 0.55 0.37 0.26 0.16 0.74 0.53 0.32 0.59 n/a n/a 10 (254) 0.70 0.66 0.60 0.85 0.73 0.56 0.59 0.57 0.55 0.38 0.27 0.16 0.76 0.54 0.32 0.59 n/a n/a 11 (279) 0.72 0.67 0.60 0.91 0.77 0.59 0.60 0.58 0.55 0.44 0.31 0.19 0.87 0.62 0.37 0.62 n/a n/a 12 (305) 0.74 0.69 0.61 0.98 0.82 0.61 0.60 0.58 0.56 0.50 0.35 0.21 1.00 0.71 0.42 0.65 n/a n/a 12-1/2 (318) 0.75 0.70 0.62 1.00 0.84 0.62 0.61 0.59 0.56 0.53 0.38 0.23 0.75 0.45 0.66 0.59 n/a 14 (356) 0.78 0.72 0.63 0.91 0.66 0.62 0.60 0.57 0.63 0.45 0.27 0.89 0.54 0.70 0.62 n/a 16 (406) 0.82 0.75 0.65 1.00 0.71 0.64 0.61 0.58 0.77 0.55 0.33 1.00 0.65 0.75 0.67 n/a 18 (457) 0.86 0.79 0.67 0.76 0.66 0.63 0.59 0.91 0.65 0.39 0.76 0.79 0.71 n/a 19-1/2 (495) 0.89 0.81 0.69 0.80 0.67 0.64 0.60 1.00 0.73 0.44 0.80 0.82 0.74 0.62 20 (508) 0.90 0.82 0.69 0.82 0.67 0.64 0.60 0.76 0.46 0.82 0.84 0.75 0.63 22 (559) 0.94 0.85 0.71 0.87 0.69 0.65 0.61 0.88 0.53 0.87 0.88 0.78 0.66 24 (610) 0.98 0.88 0.73 0.93 0.71 0.67 0.62 1.00 0.60 0.93 0.92 0.82 0.69 26 (660) 1.00 0.91 0.75 0.99 0.73 0.68 0.63 0.68 0.99 0.95 0.85 0.72 28 (711) 0.94 0.77 1.00 0.74 0.69 0.64 0.76 1.00 0.99 0.88 0.74 30 (762) 0.98 0.79 0.76 0.71 0.65 0.84 1.00 0.91 0.77 36 (914) 1.00 0.84 0.81 0.75 0.68 1.00 1.00 0.84 > 48 (1219) 0.96 0.92 0.83 0.74 0.97 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 112 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 16 - Load adjustment factors for #8 rebar in uncracked concrete 1,2,3 #8 uncracked concrete Embedment in. 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20 h ef (mm) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) 1-3/4 (44) n/a n/a n/a 0.22 0.17 0.10 n/a n/a n/a 0.02 0.01 0.01 0.05 0.03 0.01 n/a n/a n/a 5 (127) 0.59 0.57 0.54 0.30 0.22 0.13 0.54 0.53 0.52 0.11 0.07 0.03 0.22 0.14 0.07 n/a n/a n/a 6 (152) 0.61 0.58 0.55 0.32 0.24 0.14 0.55 0.53 0.52 0.14 0.09 0.04 0.29 0.19 0.09 n/a n/a n/a 6-1/4 (159) 0.61 0.59 0.55 0.33 0.24 0.14 0.55 0.54 0.52 0.15 0.10 0.05 0.30 0.20 0.09 n/a n/a n/a 7 (178) 0.63 0.60 0.56 0.35 0.26 0.15 0.55 0.54 0.52 0.18 0.12 0.05 0.35 0.23 0.11 n/a n/a n/a 8 (203) 0.64 0.61 0.57 0.38 0.28 0.16 0.56 0.55 0.53 0.22 0.14 0.07 0.38 0.29 0.13 n/a n/a n/a 9 (229) 0.66 0.63 0.58 0.40 0.29 0.17 0.57 0.55 0.53 0.26 0.17 0.08 0.40 0.33 0.16 n/a n/a n/a 10 (254) 0.68 0.64 0.58 0.43 0.32 0.18 0.58 0.56 0.53 0.31 0.20 0.09 0.43 0.35 0.19 n/a n/a n/a 11 (279) 0.70 0.65 0.59 0.46 0.34 0.20 0.58 0.56 0.54 0.35 0.23 0.11 0.46 0.37 0.21 n/a n/a n/a 11-1/4 (286) 0.70 0.66 0.59 0.47 0.34 0.20 0.59 0.56 0.54 0.37 0.24 0.11 0.47 0.37 0.22 0.58 n/a n/a 12 (305) 0.72 0.67 0.60 0.49 0.36 0.21 0.59 0.57 0.54 0.40 0.26 0.12 0.49 0.39 0.24 0.60 n/a n/a 13 (330) 0.73 0.68 0.61 0.52 0.38 0.22 0.60 0.57 0.54 0.46 0.30 0.14 0.52 0.41 0.28 0.63 n/a n/a 14 (356) 0.75 0.69 0.62 0.56 0.40 0.24 0.61 0.58 0.55 0.51 0.33 0.15 0.56 0.43 0.31 0.65 n/a n/a 14-1/4 (362) 0.76 0.70 0.62 0.57 0.41 0.24 0.61 0.58 0.55 0.52 0.34 0.16 0.57 0.43 0.31 0.66 0.57 n/a 16 (406) 0.79 0.72 0.63 0.64 0.46 0.27 0.62 0.59 0.55 0.62 0.40 0.19 0.64 0.47 0.33 0.70 0.60 n/a 18 (457) 0.82 0.75 0.65 0.72 0.52 0.30 0.64 0.60 0.56 0.74 0.48 0.22 0.72 0.52 0.36 0.74 0.64 n/a 20 (508) 0.86 0.78 0.67 0.80 0.58 0.34 0.65 0.61 0.57 0.87 0.56 0.26 0.80 0.58 0.38 0.78 0.67 n/a 22 (559) 0.89 0.81 0.68 0.87 0.63 0.37 0.67 0.63 0.58 1.00 0.65 0.30 0.87 0.63 0.40 0.82 0.71 n/a 22-1/4 (565) 0.90 0.81 0.69 0.88 0.64 0.38 0.67 0.63 0.58 0.66 0.31 0.88 0.64 0.41 0.82 0.71 0.55 24 (610) 0.93 0.83 0.70 0.95 0.69 0.40 0.68 0.64 0.58 0.74 0.35 0.95 0.69 0.43 0.85 0.74 0.57 26 (660) 0.97 0.86 0.72 1.00 0.75 0.44 0.70 0.65 0.59 0.84 0.39 1.00 0.75 0.45 0.89 0.77 0.60 28 (711) 1.00 0.89 0.73 0.81 0.47 0.71 0.66 0.60 0.94 0.43 0.81 0.48 0.92 0.80 0.62 30 (762) 0.92 0.75 0.86 0.51 0.73 0.67 0.60 1.00 0.48 0.86 0.51 0.95 0.83 0.64 36 (914) 1.00 0.80 1.00 0.61 0.77 0.70 0.62 0.63 1.00 0.61 1.00 0.91 0.70 > 48 (1219) 0.90 0.81 0.86 0.77 0.66 0.98 0.81 1.00 0.81 Table 17 - Load adjustment factors for #8 rebar in cracked concrete 1,2,3 #8 cracked concrete Embedment in. 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20 9 12 20 h ef (mm) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) (229) (305) (508) 1-3/4 (44) n/a n/a n/a 0.42 0.40 0.38 n/a n/a n/a 0.02 0.02 0.01 0.05 0.03 0.02 n/a n/a n/a 5 (127) 0.59 0.57 0.54 0.55 0.50 0.44 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.16 0.09 n/a n/a n/a 6 (152) 0.61 0.58 0.55 0.59 0.53 0.46 0.55 0.54 0.53 0.14 0.10 0.06 0.29 0.21 0.12 n/a n/a n/a 6-1/4 (159) 0.61 0.59 0.55 0.60 0.54 0.46 0.55 0.54 0.53 0.15 0.11 0.07 0.31 0.22 0.13 n/a n/a n/a 7 (178) 0.63 0.60 0.56 0.64 0.57 0.47 0.55 0.54 0.53 0.18 0.13 0.08 0.36 0.26 0.16 n/a n/a n/a 8 (203) 0.64 0.61 0.57 0.69 0.60 0.49 0.56 0.55 0.53 0.22 0.16 0.09 0.44 0.32 0.19 n/a n/a n/a 9 (229) 0.66 0.63 0.58 0.74 0.64 0.51 0.57 0.55 0.54 0.26 0.19 0.11 0.53 0.38 0.23 n/a n/a n/a 10 (254) 0.68 0.64 0.58 0.79 0.67 0.53 0.58 0.56 0.54 0.31 0.22 0.13 0.62 0.44 0.26 n/a n/a n/a 11 (279) 0.70 0.65 0.59 0.84 0.71 0.55 0.58 0.57 0.55 0.36 0.25 0.15 0.72 0.51 0.31 n/a n/a n/a 11-1/4 (286) 0.70 0.66 0.59 0.85 0.72 0.56 0.59 0.57 0.55 0.37 0.26 0.16 0.74 0.53 0.32 0.59 n/a n/a 12 (305) 0.72 0.67 0.60 0.89 0.75 0.57 0.59 0.57 0.55 0.41 0.29 0.17 0.82 0.58 0.35 0.61 n/a n/a 13 (330) 0.73 0.68 0.61 0.95 0.79 0.59 0.60 0.58 0.56 0.46 0.33 0.20 0.92 0.65 0.39 0.63 n/a n/a 14 (356) 0.75 0.69 0.62 1.00 0.83 0.62 0.61 0.59 0.56 0.51 0.37 0.22 1.00 0.73 0.44 0.65 n/a n/a 14-1/4 (362) 0.76 0.70 0.62 0.84 0.62 0.61 0.59 0.56 0.53 0.38 0.23 0.75 0.45 0.66 0.59 n/a 16 (406) 0.79 0.72 0.63 0.91 0.66 0.62 0.60 0.57 0.63 0.45 0.27 0.89 0.54 0.70 0.62 n/a 18 (457) 0.82 0.75 0.65 1.00 0.70 0.64 0.61 0.58 0.75 0.53 0.32 1.00 0.64 0.74 0.66 n/a 20 (508) 0.86 0.78 0.67 0.75 0.65 0.62 0.59 0.88 0.62 0.37 0.75 0.78 0.70 n/a 22 (559) 0.89 0.81 0.68 0.80 0.67 0.63 0.60 1.00 0.72 0.43 0.80 0.82 0.73 n/a 22-1/4 (565) 0.90 0.81 0.69 0.80 0.67 0.64 0.60 0.73 0.44 0.80 0.82 0.74 0.62 24 (610) 0.93 0.83 0.70 0.85 0.68 0.65 0.60 0.82 0.49 0.85 0.86 0.76 0.64 26 (660) 0.97 0.86 0.72 0.90 0.70 0.66 0.61 0.93 0.56 0.90 0.89 0.80 0.67 28 (711) 1.00 0.89 0.73 0.95 0.71 0.67 0.62 1.00 0.62 0.95 0.92 0.83 0.70 30 (762) 0.92 0.75 1.00 0.73 0.68 0.63 0.69 1.00 0.96 0.85 0.72 36 (914) 1.00 0.80 0.77 0.72 0.66 0.90 1.00 0.94 0.79 > 48 (1219) 0.90 0.87 0.79 0.71 1.00 1.00 0.91 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 113

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 18 - Load adjustment factors for #9 rebar in uncracked concrete 1,2,3 #9 uncracked concrete Embedment in. 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 h ef (mm) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) 1-3/4 (44) n/a n/a n/a 0.23 0.16 0.10 n/a n/a n/a 0.02 0.01 0.01 0.04 0.02 0.01 n/a n/a n/a 5-5/8 (143) 0.59 0.57 0.54 0.31 0.22 0.13 0.54 0.53 0.52 0.11 0.07 0.03 0.22 0.14 0.07 n/a n/a n/a 6 (152) 0.60 0.57 0.54 0.32 0.23 0.13 0.54 0.53 0.52 0.12 0.08 0.04 0.24 0.16 0.07 n/a n/a n/a 7 (178) 0.61 0.59 0.55 0.34 0.24 0.14 0.55 0.54 0.52 0.15 0.10 0.05 0.30 0.20 0.09 n/a n/a n/a 7-1/4 (184) 0.62 0.59 0.55 0.34 0.25 0.15 0.55 0.54 0.52 0.16 0.10 0.05 0.32 0.21 0.10 n/a n/a n/a 8 (203) 0.63 0.60 0.56 0.36 0.26 0.15 0.55 0.54 0.52 0.18 0.12 0.06 0.36 0.24 0.11 n/a n/a n/a 9 (229) 0.65 0.61 0.57 0.39 0.28 0.16 0.56 0.55 0.53 0.22 0.14 0.07 0.39 0.29 0.13 n/a n/a n/a 10 (254) 0.66 0.62 0.57 0.41 0.30 0.17 0.57 0.55 0.53 0.26 0.17 0.08 0.41 0.33 0.16 n/a n/a n/a 11 (279) 0.68 0.64 0.58 0.44 0.31 0.18 0.57 0.56 0.53 0.30 0.19 0.09 0.44 0.35 0.18 n/a n/a n/a 12 (305) 0.69 0.65 0.59 0.46 0.33 0.19 0.58 0.56 0.54 0.34 0.22 0.10 0.46 0.37 0.20 n/a n/a n/a 12-7/8 (327) 0.71 0.66 0.60 0.49 0.35 0.20 0.59 0.57 0.54 0.38 0.24 0.11 0.49 0.38 0.23 0.59 n/a n/a 13 (330) 0.71 0.66 0.60 0.49 0.35 0.21 0.59 0.57 0.54 0.38 0.25 0.12 0.49 0.38 0.23 0.59 n/a n/a 14 (356) 0.73 0.67 0.60 0.52 0.37 0.22 0.59 0.57 0.54 0.43 0.28 0.13 0.52 0.40 0.26 0.61 n/a n/a 16 (406) 0.76 0.70 0.62 0.58 0.41 0.24 0.61 0.58 0.55 0.52 0.34 0.16 0.58 0.44 0.31 0.66 n/a n/a 16-1/4 (413) 0.76 0.70 0.62 0.59 0.42 0.25 0.61 0.58 0.55 0.53 0.35 0.16 0.59 0.45 0.32 0.66 0.57 n/a 18 (457) 0.79 0.72 0.63 0.66 0.47 0.27 0.62 0.59 0.55 0.62 0.40 0.19 0.66 0.48 0.34 0.70 0.60 n/a 20 (508) 0.82 0.75 0.65 0.73 0.52 0.30 0.63 0.60 0.56 0.73 0.47 0.22 0.73 0.52 0.36 0.73 0.64 n/a 22 (559) 0.85 0.77 0.66 0.80 0.57 0.33 0.65 0.61 0.57 0.84 0.55 0.25 0.80 0.57 0.38 0.77 0.67 n/a 24 (610) 0.89 0.80 0.68 0.87 0.62 0.36 0.66 0.62 0.57 0.96 0.62 0.29 0.87 0.62 0.40 0.80 0.70 n/a 25-1/4 (641) 0.91 0.81 0.69 0.92 0.65 0.38 0.67 0.63 0.58 1.00 0.67 0.31 0.92 0.65 0.41 0.83 0.71 0.55 26 (660) 0.92 0.82 0.69 0.95 0.67 0.39 0.68 0.63 0.58 0.70 0.33 0.95 0.67 0.42 0.84 0.73 0.56 28 (711) 0.95 0.85 0.71 1.00 0.73 0.42 0.69 0.64 0.59 0.78 0.36 1.00 0.73 0.44 0.87 0.75 0.58 30 (762) 0.98 0.87 0.72 0.78 0.46 0.70 0.65 0.59 0.87 0.40 0.78 0.47 0.90 0.78 0.60 36 (914) 1.00 0.94 0.77 0.93 0.55 0.74 0.68 0.61 1.00 0.53 0.93 0.55 0.99 0.85 0.66 > 48 (1219) 1.00 0.86 1.00 0.73 0.82 0.74 0.65 0.82 1.00 0.73 1.00 0.99 0.76 Table 19 - Load adjustment factors for #9 rebar in cracked concrete 1,2,3 #9 cracked concrete Embedment in. 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 10-1/8 13-1/2 22-1/2 h ef (mm) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) (257) (343) (572) 1-3/4 (44) n/a n/a n/a 0.41 0.39 0.38 n/a n/a n/a 0.02 0.01 0.01 0.04 0.03 0.02 n/a n/a n/a 5-5/8 (143) 0.59 0.57 0.54 0.55 0.50 0.44 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.16 0.09 n/a n/a n/a 6 (152) 0.60 0.57 0.54 0.57 0.51 0.44 0.54 0.53 0.52 0.12 0.09 0.05 0.24 0.17 0.10 n/a n/a n/a 7 (178) 0.61 0.59 0.55 0.61 0.54 0.46 0.55 0.54 0.53 0.15 0.11 0.07 0.30 0.22 0.13 n/a n/a n/a 7-1/4 (184) 0.62 0.59 0.55 0.62 0.55 0.46 0.55 0.54 0.53 0.16 0.12 0.07 0.32 0.23 0.14 n/a n/a n/a 8 (203) 0.63 0.60 0.56 0.65 0.57 0.48 0.55 0.54 0.53 0.19 0.13 0.08 0.37 0.27 0.16 n/a n/a n/a 9 (229) 0.65 0.61 0.57 0.69 0.60 0.49 0.56 0.55 0.53 0.22 0.16 0.10 0.44 0.32 0.19 n/a n/a n/a 10 (254) 0.66 0.62 0.57 0.73 0.63 0.51 0.57 0.55 0.54 0.26 0.19 0.11 0.52 0.37 0.22 n/a n/a n/a 11 (279) 0.68 0.64 0.58 0.78 0.67 0.53 0.57 0.56 0.54 0.30 0.22 0.13 0.60 0.43 0.26 n/a n/a n/a 12 (305) 0.69 0.65 0.59 0.83 0.70 0.55 0.58 0.57 0.55 0.34 0.25 0.15 0.68 0.49 0.29 n/a n/a n/a 12-7/8 (327) 0.71 0.66 0.60 0.87 0.73 0.56 0.59 0.57 0.55 0.38 0.27 0.16 0.76 0.54 0.33 0.59 n/a n/a 13 (330) 0.71 0.66 0.60 0.87 0.73 0.56 0.59 0.57 0.55 0.39 0.28 0.17 0.77 0.55 0.33 0.59 n/a n/a 14 (356) 0.73 0.67 0.60 0.92 0.77 0.58 0.60 0.58 0.55 0.43 0.31 0.19 0.86 0.62 0.37 0.62 n/a n/a 16 (406) 0.76 0.70 0.62 1.00 0.84 0.62 0.61 0.59 0.56 0.53 0.38 0.23 1.00 0.75 0.45 0.66 n/a n/a 16-1/4 (413) 0.76 0.70 0.62 0.85 0.63 0.61 0.59 0.56 0.54 0.39 0.23 0.77 0.46 0.66 0.59 n/a 18 (457) 0.79 0.72 0.63 0.91 0.66 0.62 0.60 0.57 0.63 0.45 0.27 0.90 0.54 0.70 0.63 n/a 20 (508) 0.82 0.75 0.65 0.99 0.70 0.64 0.61 0.58 0.73 0.53 0.32 0.99 0.63 0.74 0.66 n/a 22 (559) 0.85 0.77 0.66 1.00 0.74 0.65 0.62 0.59 0.85 0.61 0.36 1.00 0.73 0.77 0.69 n/a 24 (610) 0.89 0.80 0.68 0.78 0.66 0.63 0.59 0.97 0.69 0.42 0.78 0.81 0.72 n/a 25-1/4 (641) 0.91 0.81 0.69 0.81 0.67 0.64 0.60 1.00 0.75 0.45 0.81 0.83 0.74 0.63 26 (660) 0.92 0.82 0.69 0.82 0.68 0.64 0.60 0.78 0.47 0.82 0.84 0.75 0.63 28 (711) 0.95 0.85 0.71 0.87 0.69 0.65 0.61 0.87 0.52 0.87 0.87 0.78 0.66 30 (762) 0.98 0.87 0.72 0.91 0.70 0.66 0.62 0.97 0.58 0.91 0.90 0.81 0.68 36 (914) 1.00 0.94 0.77 1.00 0.74 0.70 0.64 1.00 0.76 1.00 0.99 0.88 0.75 > 48 (1219) 1.00 0.86 0.83 0.76 0.69 1.00 1.00 1.00 0.86 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 114 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 20 - Load adjustment factors for #10 rebar in uncracked concrete 1,2,3 #10 uncracked concrete Embedment in. 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 h ef (mm) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) 1-3/4 (44) n/a n/a n/a 0.23 0.16 0.09 n/a n/a n/a 0.02 0.01 0.00 0.03 0.02 0.01 n/a n/a n/a 6-1/4 (159) 0.59 0.57 0.54 0.31 0.22 0.13 0.54 0.53 0.52 0.11 0.07 0.03 0.22 0.14 0.07 n/a n/a n/a 7 (178) 0.60 0.58 0.55 0.33 0.23 0.14 0.54 0.53 0.52 0.13 0.08 0.04 0.26 0.17 0.08 n/a n/a n/a 8 (203) 0.62 0.59 0.55 0.35 0.25 0.14 0.55 0.54 0.52 0.16 0.10 0.05 0.31 0.20 0.10 n/a n/a n/a 9 (229) 0.63 0.60 0.56 0.37 0.26 0.15 0.55 0.54 0.52 0.19 0.12 0.06 0.37 0.24 0.11 n/a n/a n/a 10 (254) 0.65 0.61 0.57 0.39 0.28 0.16 0.56 0.55 0.53 0.22 0.14 0.07 0.39 0.29 0.13 n/a n/a n/a 11 (279) 0.66 0.62 0.57 0.42 0.29 0.17 0.57 0.55 0.53 0.25 0.16 0.08 0.42 0.33 0.15 n/a n/a n/a 12 (305) 0.68 0.63 0.58 0.44 0.31 0.18 0.57 0.55 0.53 0.29 0.19 0.09 0.44 0.35 0.17 n/a n/a n/a 13 (330) 0.69 0.64 0.59 0.47 0.33 0.19 0.58 0.56 0.54 0.33 0.21 0.10 0.47 0.36 0.20 n/a n/a n/a 14 (356) 0.71 0.66 0.59 0.49 0.35 0.20 0.59 0.56 0.54 0.36 0.24 0.11 0.49 0.38 0.22 n/a n/a n/a 14-1/4 (362) 0.71 0.66 0.60 0.50 0.35 0.20 0.59 0.56 0.54 0.37 0.24 0.11 0.50 0.38 0.23 0.59 n/a n/a 15 (381) 0.72 0.67 0.60 0.52 0.36 0.21 0.59 0.57 0.54 0.40 0.26 0.12 0.52 0.40 0.24 0.60 n/a n/a 16 (406) 0.73 0.68 0.61 0.54 0.38 0.22 0.60 0.57 0.54 0.45 0.29 0.13 0.54 0.41 0.27 0.62 n/a n/a 17 (432) 0.75 0.69 0.61 0.57 0.40 0.23 0.60 0.58 0.55 0.49 0.32 0.15 0.57 0.43 0.29 0.64 n/a n/a 18 (457) 0.76 0.70 0.62 0.60 0.42 0.25 0.61 0.58 0.55 0.53 0.35 0.16 0.60 0.45 0.32 0.66 0.57 n/a 20 (508) 0.79 0.72 0.63 0.67 0.47 0.28 0.62 0.59 0.55 0.62 0.40 0.19 0.67 0.48 0.34 0.70 0.60 n/a 22 (559) 0.82 0.74 0.65 0.74 0.52 0.30 0.63 0.60 0.56 0.72 0.47 0.22 0.74 0.52 0.36 0.73 0.63 n/a 24 (610) 0.85 0.77 0.66 0.80 0.56 0.33 0.65 0.61 0.57 0.82 0.53 0.25 0.80 0.56 0.38 0.76 0.66 n/a 26 (660) 0.88 0.79 0.67 0.87 0.61 0.36 0.66 0.62 0.57 0.92 0.60 0.28 0.87 0.61 0.40 0.79 0.69 n/a 28 (711) 0.91 0.81 0.69 0.94 0.66 0.39 0.67 0.63 0.58 1.00 0.67 0.31 0.94 0.66 0.42 0.82 0.71 0.55 30 (762) 0.94 0.83 0.70 1.00 0.71 0.41 0.68 0.64 0.58 0.74 0.35 1.00 0.71 0.44 0.85 0.74 0.57 36 (914) 1.00 0.90 0.74 0.85 0.50 0.72 0.66 0.60 0.98 0.45 0.85 0.50 0.94 0.81 0.63 > 48 (1219) 1.00 0.82 1.00 0.66 0.79 0.72 0.63 1.00 0.70 1.00 0.66 1.00 0.94 0.72 Table 21 - Load adjustment factors for #10 rebar in cracked concrete 1,2,3 #10 cracked concrete Embedment in. 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 11-1/4 15 25 h ef (mm) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) (286) (381) (635) 1-3/4 (44) n/a n/a n/a 0.40 0.39 0.37 n/a n/a n/a 0.02 0.01 0.01 0.03 0.02 0.01 n/a n/a n/a 6-1/4 (159) 0.59 0.57 0.54 0.55 0.50 0.44 0.54 0.53 0.52 0.11 0.08 0.05 0.22 0.16 0.10 n/a n/a n/a 7 (178) 0.60 0.58 0.55 0.58 0.52 0.45 0.54 0.54 0.53 0.13 0.10 0.06 0.26 0.19 0.12 n/a n/a n/a 8 (203) 0.62 0.59 0.55 0.62 0.55 0.46 0.55 0.54 0.53 0.16 0.12 0.07 0.32 0.24 0.14 n/a n/a n/a 9 (229) 0.63 0.60 0.56 0.66 0.57 0.48 0.55 0.55 0.53 0.19 0.14 0.08 0.38 0.28 0.17 n/a n/a n/a 10 (254) 0.65 0.61 0.57 0.69 0.60 0.49 0.56 0.55 0.54 0.22 0.17 0.10 0.44 0.33 0.20 n/a n/a n/a 11 (279) 0.66 0.62 0.57 0.74 0.63 0.51 0.57 0.56 0.54 0.26 0.19 0.11 0.51 0.38 0.23 n/a n/a n/a 12 (305) 0.68 0.63 0.58 0.78 0.66 0.53 0.57 0.56 0.54 0.29 0.22 0.13 0.58 0.44 0.26 n/a n/a n/a 13 (330) 0.69 0.64 0.59 0.82 0.69 0.54 0.58 0.57 0.55 0.33 0.25 0.15 0.66 0.49 0.29 n/a n/a n/a 14 (356) 0.71 0.66 0.59 0.86 0.72 0.56 0.59 0.57 0.55 0.37 0.27 0.16 0.73 0.55 0.33 n/a n/a n/a 14-1/4 (362) 0.71 0.66 0.60 0.87 0.73 0.56 0.59 0.57 0.55 0.38 0.28 0.17 0.75 0.56 0.34 0.59 n/a n/a 15 (381) 0.72 0.67 0.60 0.91 0.75 0.57 0.59 0.58 0.55 0.41 0.30 0.18 0.82 0.61 0.36 0.61 n/a n/a 16 (406) 0.73 0.68 0.61 0.95 0.78 0.59 0.60 0.58 0.56 0.45 0.33 0.20 0.90 0.67 0.40 0.63 n/a n/a 17 (432) 0.75 0.69 0.61 1.00 0.81 0.61 0.60 0.59 0.56 0.49 0.37 0.22 0.98 0.73 0.44 0.64 n/a n/a 18 (457) 0.76 0.70 0.62 0.85 0.62 0.61 0.59 0.56 0.54 0.40 0.24 1.00 0.80 0.48 0.66 0.60 n/a 20 (508) 0.79 0.72 0.63 0.91 0.66 0.62 0.60 0.57 0.63 0.47 0.28 0.91 0.56 0.70 0.63 n/a 22 (559) 0.82 0.74 0.65 0.98 0.69 0.63 0.61 0.58 0.72 0.54 0.32 0.98 0.65 0.73 0.66 n/a 24 (610) 0.85 0.77 0.66 1.00 0.73 0.65 0.62 0.59 0.82 0.62 0.37 1.00 0.73 0.77 0.69 n/a 26 (660) 0.88 0.79 0.67 0.77 0.66 0.63 0.59 0.93 0.69 0.42 0.77 0.80 0.72 n/a 28 (711) 0.91 0.81 0.69 0.81 0.67 0.64 0.60 1.00 0.78 0.47 0.81 0.83 0.75 0.63 30 (762) 0.94 0.83 0.70 0.85 0.68 0.65 0.61 0.86 0.52 0.85 0.86 0.78 0.65 36 (914) 1.00 0.90 0.74 0.97 0.72 0.68 0.63 1.00 0.68 0.97 0.94 0.85 0.72 > 48 (1219) 1.00 0.82 1.00 0.79 0.74 0.67 1.00 1.00 1.00 0.98 0.83 1 Linear interpolation not permitted. 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 115

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4.3.2 HIT-RE 500-SD Adhesive with Hilti HAS threaded rods Table 22 - HAS carbon steel threaded rod specifications Setting information Symbol Units Nominal rod diameter 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Nominal bit diameter d o in. 7/16 9/16 3/4 7/8 1 1-1/8 1-3/8 Figure 10 - HAS threaded rods Standard effective embedment h ef,std in. 3-3/8 4-1/2 5-5/8 6-3/4 7-7/8 9 11-1/4 (mm) (86) (114) (143) (171) (200) (229) (286) Effective embedment Fixture hole diameter Fixture hole diameter minimum h ef,min in. 2-3/8 2-3/4 3-1/8 3-1/2 3-1/2 4 5 (mm) (60) (70) (79) (89) (89) (102) (127) maximum h ef,max in. 7-1/2 10 12-1/2 15 17-1/2 20 25 (mm) (191) (254) (318) (381) (445) (508) (635) through-set in. 1/2 5/8 13/16 1 15/16 1 1-1/8 1 1-1/4 1 1-1/2 1 preset in. 7/16 9/16 11/16 13/16 15/16 1-1/8 1-3/8 ft-lb 15 30 60 100 125 150 200 Installation torque T inst (Nm) (20) (40) (80) (136) (169) (203) (271) 1 Install using (2) washers. See Figure 11. Figure 11 - Installation with (2) washers HAS carbon steel threaded rod specifications Carbon steel rods conform to ISO 898 class 5.8 with a minimum tensile strength of 72.5 ksi (500 MPa) and a minimum yield strength of 58 ksi (400 MPa). HAS-E nuts conform to SAE J995 Grade 5 HAS-E washers conform to ASTM F884, HV, and ANSI B18.22.1 Type A Plain. HAS-E rod, nut and washer has an electroplated zinc coating conforming to ASTM B633, SC 1 HAS Super high strength threaded rod specifications Carbon steel rods manufactured from ASTM A193, Grade B7, with a minimum tensile strength of 125 ksi (862 MPa) and a minimum yield strength of 105 ksi (724 MPa). HAS Super nuts conform to SAE J995 Grade 5 HAS Super washers conform to ASTM F884, HV, and ANSI B18.22.1 Type A Plain. HAS Super rods, nuts and washers, except the 7/8-in. diameter, have an electroplated zinc coating conforming to ASTM B633, SC1 7/8-in. HAS Super rods, nuts and washers are hot-dip galvanized in accordance with ASTM A153 HAS-R 304 stainless steel 3/8-, 1/2- and 5/8-in. rods manufactured from AISI Type 304 stainless steel with a minimum tensile strength of 100 ksi (689 MPa) and a minimum yield strength of 65 ksi (448 MPa). 3/4-, 1- and 1 1/4-in. rods are manufactured from AISI Type 304 stainless steel conforming to ASTM F593 Condition CW or cold worked. AISI Type 304 stainless steel nuts conform to ASTM F594 AISI Type 304 stainless steel washers conform to ASTM A240 and ANSI B18.22.1 Type A Plain. HAS-R 316 stainless steel 3/8-, 1/2- and 5/8-in. rods manufactured from AISI Type 316 stainless steel with a minimum tensile strength of 100 ksi (689 MPa) and a minimum yield strength of 65 ksi (448 MPa). 3/4-, 1- and 1 1/4-in. rods are manufactured from AISI Type 316 stainless steel conforming to ASTM F593 Condition CW. AISI Type 316 stainless steel nuts conform to ASTM F594 AISI Type 316 stainless steel washers conform to ASTM A240 and ANSI B18.22.1 Type A Plain. 116 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 23 - Hilti HIT-RE 500-SD adhesive design strength (factored resistance) with concrete / bond failure for Hilti HAS threaded rod in uncracked concrete 1,2,3,4,5,6,7,8,9 Nominal anchor diameter in. Effective embedment in. (mm) ƒ c = 2500 psi (17.2 Mpa) Tension ФN n or N r ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) ƒ c = 2500 psi (17.2 Mpa) Shear ФV n or V r ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) 2-3/8 2,855 3,125 3,610 4,405 3,075 3,370 3,890 4,745 (60) (12.7) (13.9) (16.1) (19.6) (13.7) (15.0) (17.3) (21.1) 3-3/8 4,835 5,300 5,905 6,260 10,415 11,410 12,720 13,485 3/8 (86) (21.5) (23.6) (26.3) (27.8) (46.3) (50.8) (56.6) (60.0) 4-1/2 7,445 7,875 7,875 8,345 16,035 16,960 16,960 17,975 (114) (33.1) (35.0) (35.0) (37.1) (71.3) (75.4) (75.4) (80.0) 7-1/2 13,125 13,125 13,125 13,910 28,265 28,265 28,265 29,960 (191) (58.4) (58.4) (58.4) (61.9) (125.7) (125.7) (125.7) (133.3) 2-3/4 3,555 3,895 4,500 5,510 7,660 8,395 9,690 11,870 (70) (15.8) (17.3) (20.0) (24.5) (34.1) (37.3) (43.1) (52.8) 4-1/2 7,445 8,155 9,420 10,885 16,035 17,570 20,285 23,445 1/2 (114) (33.1) (36.3) (41.9) (48.4) (71.3) (78.2) (90.2) (104.3) 6 11,465 12,560 13,690 14,515 24,690 27,045 29,490 31,260 (152) (51.0) (55.9) (60.9) (64.6) (109.8) (120.3) (131.2) (139.1) 10 22,820 22,820 22,820 24,190 49,150 49,150 49,150 52,100 (254) (101.5) (101.5) (101.5) (107.6) (218.6) (218.6) (218.6) (231.8) 3-1/8 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380 (79) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 5-5/8 10,405 11,400 13,165 16,120 22,415 24,550 28,350 34,720 5/8 (143) (46.3) (50.7) (58.6) (71.7) (99.7) (109.2) (126.1) (154.4) 7-1/2 16,020 17,550 20,265 21,715 34,505 37,800 43,650 46,765 (191) (71.3) (78.1) (90.1) (96.6) (153.5) (168.1) (194.2) (208.0) 12-1/2 34,140 34,140 34,140 36,190 73,535 73,535 73,535 77,945 (318) (151.9) (151.9) (151.9) (161.0) (327.1) (327.1) (327.1) (346.7) 3-1/2 5,105 5,595 6,460 7,910 11,000 12,050 13,915 17,040 (89) (22.7) (24.9) (28.7) (35.2) (48.9) (53.6) (61.9) (75.8) 6-3/4 13,680 14,985 17,305 21,190 29,460 32,275 37,265 45,645 3/4 (171) (60.9) (66.7) (77.0) (94.3) (131.0) (143.6) (165.8) (203.0) 9 21,060 23,070 26,640 30,170 45,360 49,690 57,375 64,985 (229) (93.7) (102.6) (118.5) (134.2) (201.8) (221.0) (255.2) (289.1) 15 45,315 47,440 47,440 50,285 97,600 102,175 102,175 108,305 (381) (201.6) (211.0) (211.0) (223.7) (434.1) (454.5) (454.5) (481.8) 3-1/2 5,105 5,595 6,460 7,910 11,000 12,050 13,915 17,040 (89) (22.7) (24.9) (28.7) (35.2) (48.9) (53.6) (61.9) (75.8) 7-7/8 17,235 18,885 21,805 25,240 37,125 40,670 46,960 57,515 7/8 (200) (76.7) (84.0) (97.0) (112.3) (165.1) (180.9) (208.9) (255.8) 10-1/2 26,540 29,070 31,750 33,655 57,160 62,615 72,300 85,665 (267) (118.1) (129.3) (141.2) (149.7) (254.3) (278.5) (321.6) (381.1) 17-1/2 52,915 52,915 52,915 56,090 122,990 134,695 134,695 142,780 (445) (235.4) (235.4) (235.4) (249.5) (547.1) (599.2) (599.2) (635.1) 4 6,240 6,835 7,895 9,665 13,440 14,725 17,000 20,820 (102) (27.8) (30.4) (35.1) (43.0) (59.8) (65.5) (75.6) (92.6) 9 21,060 23,070 26,640 32,060 45,360 49,690 57,375 70,270 1 (229) (93.7) (102.6) (118.5) (142.6) (201.8) (221.0) (255.2) (312.6) 12 32,425 35,520 40,330 42,750 69,835 76,500 88,335 108,190 (305) (144.2) (158.0) (179.4) (190.2) (310.6) (340.3) (392.9) (481.3) 20 67,215 67,215 67,215 71,245 150,265 164,605 171,090 181,355 (508) (299.0) (299.0) (299.0) (316.9) (668.4) (732.2) (761.0) (806.7) 5 8,720 9,555 11,030 13,510 18,785 20,575 23,760 29,100 (127) (38.8) (42.5) (49.1) (60.1) (83.6) (91.5) (105.7) (129.4) 11-1/4 29,430 32,240 37,230 45,595 63,395 69,445 80,185 98,205 1-1/4 (286) (130.9) (143.4) (165.6) (202.8) (282.0) (308.9) (356.7) (436.8) 15 45,315 49,640 57,320 63,875 97,600 106,915 123,455 151,200 (381) (201.6) (220.8) (255.0) (284.1) (434.1) (475.6) (549.2) (672.6) 25 97,500 100,435 100,435 106,460 210,000 230,045 255,645 270,985 (635) (433.7) (446.8) (446.8) (473.6) (934.1) (1023.3) (1137.2) (1205.4) 1 See Section 3.1.7 for explanation on development of load values. 2 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4 Apply spacing, edge distance, and concrete thickness factors in Tables 26-39 as necessary. Compare to the steel values in Table 25. The lesser of the values is to be used for the design. 5 Data is for temperature range A: Max. short term temperature = 110 F (43 C), max. long term temperature = 80 F (26 C). For temperature range B: Max. short term temperature = 162 F (72 C), max. long term temperature = 110 F (43 C) multiply above value by 0.34. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.69. For water-filled drilled holes multiply design strength (factored resistance) by 0.63. For submerged (under water) applications multiply design strength (factored resistance) by 0.64. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.7.5. 8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λ a as follows: For sand-lightweight, λ a = 0.51. For all-lightweight, λ a = 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. For diamond core drilling multiply above value by 0.51. Diamond core drilling is not permitted for water-filled or underwater (submerged) applications. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 117

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 24 - Hilti HIT-RE 500-SD adhesive design strength (factored resistance) with concrete / bond failure for Hilti HAS threaded rod in cracked concrete 1,2,3,4,5,6,7,8,9,10 Nominal anchor diameter in. Effective embedment depth in. (mm) ƒ c = 2500 psi (17.2 Mpa) Tension ФN n or N r ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) ƒ c = 2500 psi (17.2 Mpa) Shear ФV n or V r ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) 2-3/8 1,980 1,980 1,980 2,100 2,135 2,135 2,135 2,265 (60) (8.8) (8.8) (8.8) (9.3) (9.5) (9.5) (9.5) (10.1) 3-3/8 2,815 2,815 2,815 2,985 6,065 6,065 6,065 6,430 3/8 (86) (12.5) (12.5) (12.5) (13.3) (27.0) (27.0) (27.0) (28.6) 4-1/2 3,755 3,755 3,755 3,980 8,090 8,090 8,090 8,575 (114) (16.7) (16.7) (16.7) (17.7) (36.0) (36.0) (36.0) (38.1) 7-1/2 6,260 6,260 6,260 6,635 13,485 13,485 13,485 14,290 (191) (27.8) (27.8) (27.8) (29.5) (60.0) (60.0) (60.0) (63.6) 2-3/4 2,520 2,760 3,020 3,200 5,425 5,945 6,500 6,890 (70) (11.2) (12.3) (13.4) (14.2) (24.1) (26.4) (28.9) (30.6) 4-1/2 4,940 4,940 4,940 5,235 10,640 10,640 10,640 11,275 1/2 (114) (22.0) (22.0) (22.0) (23.3) (47.3) (47.3) (47.3) (50.2) 6 6,585 6,585 6,585 6,980 14,185 14,185 14,185 15,035 (152) (29.3) (29.3) (29.3) (31.0) (63.1) (63.1) (63.1) (66.9) 10 10,975 10,975 10,975 11,635 23,640 23,640 23,640 25,060 (254) (48.8) (48.8) (48.8) (51.8) (105.2) (105.2) (105.2) (111.5) 3-1/8 3,050 3,345 3,860 4,420 6,575 7,200 8,315 9,515 (79) (13.6) (14.9) (17.2) (19.7) (29.2) (32.0) (37.0) (42.3) 5-5/8 7,370 7,500 7,500 7,950 15,875 16,160 16,160 17,130 5/8 (143) (32.8) (33.4) (33.4) (35.4) (70.6) (71.9) (71.9) (76.2) 7-1/2 10,005 10,005 10,005 10,605 21,545 21,545 21,545 22,835 (191) (44.5) (44.5) (44.5) (47.2) (95.8) (95.8) (95.8) (101.6) 12-1/2 16,670 16,670 16,670 17,670 35,905 35,905 35,905 38,060 (318) (74.2) (74.2) (74.2) (78.6) (159.7) (159.7) (159.7) (169.3) 3-1/2 3,620 3,965 4,575 5,605 7,790 8,535 9,855 12,070 (89) (16.1) (17.6) (20.4) (24.9) (34.7) (38.0) (43.8) (53.7) 6-3/4 9,690 10,340 10,340 10,960 20,870 22,265 22,265 23,600 3/4 (171) (43.1) (46.0) (46.0) (48.8) (92.8) (99.0) (99.0) (105.0) 9 13,785 13,785 13,785 14,610 29,690 29,690 29,690 31,470 (229) (61.3) (61.3) (61.3) (65.0) (132.1) (132.1) (132.1) (140.0) 15 22,975 22,975 22,975 24,350 49,480 49,480 49,480 52,450 (381) (102.2) (102.2) (102.2) (108.3) (220.1) (220.1) (220.1) (233.3) 3-1/2 3,620 3,965 4,575 5,160 7,790 8,535 9,855 12,070 (89) (16.1) (17.6) (20.4) (23.0) (34.7) (38.0) (43.8) (53.7) 7-7/8 10,955 10,955 10,955 11,610 26,300 27,880 27,880 29,555 7/8 (200) (48.7) (48.7) (48.7) (51.6) (117.0) (124.0) (124.0) (131.5) 10-1/2 14,605 14,605 14,605 15,480 37,175 37,175 37,175 39,405 (267) (65.0) (65.0) (65.0) (68.9) (165.4) (165.4) (165.4) (175.3) 17-1/2 24,340 24,340 24,340 25,800 61,960 61,960 61,960 65,680 (445) (108.3) (108.3) (108.3) (114.8) (275.6) (275.6) (275.6) (292.2) 4 4,420 4,840 5,590 6,225 9,520 10,430 12,040 14,750 (102) (19.7) (21.5) (24.9) (27.7) (42.3) (46.4) (53.6) (65.6) 9 13,220 13,220 13,220 14,010 32,130 33,645 33,645 35,665 1 (229) (58.8) (58.8) (58.8) (62.3) (142.9) (149.7) (149.7) (158.6) 12 17,625 17,625 17,625 18,680 44,860 44,860 44,860 47,555 (305) (78.4) (78.4) (78.4) (83.1) (199.5) (199.5) (199.5) (211.5) 20 29,375 29,375 29,375 31,135 74,770 74,770 74,770 79,255 (508) (130.7) (130.7) (130.7) (138.5) (332.6) (332.6) (332.6) (352.5) 5 6,175 6,765 7,815 8,355 13,305 14,575 16,830 20,610 (127) (27.5) (30.1) (34.8) (37.2) (59.2) (64.8) (74.9) (91.7) 11-1/4 17,740 17,740 17,740 18,800 44,905 45,150 45,150 47,860 1-1/4 (286) (78.9) (78.9) (78.9) (83.6) (199.7) (200.8) (200.8) (212.9) 15 23,650 23,650 23,650 25,070 60,200 60,200 60,200 63,815 (381) (105.2) (105.2) (105.2) (111.5) (267.8) (267.8) (267.8) (283.9) 25 39,415 39,415 39,415 41,780 100,335 100,335 100,335 106,355 (635) (175.3) (175.3) (175.3) (185.8) (446.3) (446.3) (446.3) (473.1) 1 See Section 3.1.7 for explanation on development of load values. 2 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4 Apply spacing, edge distance, and concrete thickness factors in Tables 26-39 as necessary. Compare to the steel values in Table 25. The lesser of the values is to be used for the design. 5 Data is for temperature range A: Max. short term temperature = 110 F (43 C), max. long term temperature = 80 F (26 C). For temperature range B: Max. short term temperature = 162 F (72 C), max. long term temperature = 110 F (43 C) multiply above value by 0.34. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.69. For water-filled drilled holes multiply design strength (factored resistance) by 0.63. For submerged (under water) applications multiply design strength (factored resistance) by 0.64. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.7.5. 8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λ a as follows: For sand-lightweight, λ a = 0.51. For all-lightweight, λ a = 0.45. 9 Tabular values are for static loads only. For seismic loads, multiply above value by α seis = 0.49. See section 3.1.7.4 for additional information on seismic applications. 10 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted in cracked concrete conditions. 118 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 25 - Steel design strength (ACI 318 Appendix D Based Design) for Hilti HAS threaded rods 1 Nominal anchor diameter in. 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Tensile 3 ϕn sa HAS-E 2 HAS-Super ASTM A193 B7 2 HAS SS AISI 304/316 SS 2 Shear 4 ϕv sa Seismic Shear 5 ϕv sa Tensile 3 ϕn sa Shear 4 ϕv sa Seismic Shear 5 ϕv sa Tensile 3 ϕn sa Shear 4 ϕv sa Seismic Shear 5 ϕv sa 3,655 1,685 1,180 7,265 3,150 2,205 5,040 2,325 1,628 (16.3) (7.5) (5.2) (32.3) (14.0) (9.8) (22.4) (10.3) (7.2) 6,690 3,705 2,594 13,300 6,915 4,841 9,225 5,110 3,577 (29.8) (16.5) (11.5) (59.2) (30.8) (21.5) (41.0) (22.7) (15.9) 10,650 5,900 4,130 21,190 11,020 7,714 14,690 8,135 5,695 (47.4) (26.2) (18.4) (94.3) (49.0) (34.3) (65.3) (36.2) (25.3) 15,765 8,730 6,111 31,360 16,305 11,414 18,480 10,235 7,165 (70.1) (38.8) (27.2) (139.5) (72.5) (50.8) (82.2) (45.5) (31.9) 21,755 12,050 8,435 43,285 22,505 15,754 25,510 14,125 9,888 (96.8) (53.6) (37.5) (192.5) (100.1) (70.1) (113.5) (62.8) (44.0) 28,540 15,805 11,064 56,785 29,525 20,668 33,465 18,535 12,975 (127.0) (70.3) (49.2) (252.6) (131.3) (91.9) (148.9) (82.4) (57.7) 45,670 25,295 17,707 90,850 47,240 33,068 53,540 29,655 20,759 (203.1) (112.5) (78.8) (404.1) (210.1) (147.1) (238.2) (131.9) (92.3) 3.2.3 1 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 2 HAS Super rods are considered ductile steel elements. HAS-E and HAS SS rods are considered brittle steel elements. 3 Tensile = ф A se,n f uta as noted in ACI 318 Appendix D 4 Shear = ф 0.60 A se,n f uta as noted in ACI 318 Appendix D 5 Seismic shear values determined by multiplying фv sa x α V,seis where α V,seis = 0.7 for threaded rod. See Section 3.1.7.4 for additional information on seismic applications. 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 119

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 26 - Load adjustment factors for 3/8-in. diameter threaded rods in uncracked concrete 1,2,3 3/8-in. uncracked concrete Embedment in. 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 h ef (mm) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) 1-3/4 (44) n/a n/a n/a n/a 0.34 0.28 0.22 0.13 n/a n/a n/a n/a 0.23 0.07 0.05 0.03 0.41 0.14 0.09 0.05 n/a n/a n/a n/a 1-7/8 (48) 0.58 0.58 0.57 0.54 0.35 0.29 0.22 0.13 0.57 0.53 0.52 0.52 0.25 0.08 0.05 0.03 0.35 0.16 0.10 0.06 n/a n/a n/a n/a 2 (51) 0.59 0.59 0.57 0.54 0.37 0.29 0.23 0.13 0.57 0.53 0.52 0.52 0.28 0.09 0.06 0.03 0.37 0.17 0.11 0.06 n/a n/a n/a n/a 3 (76) 0.63 0.63 0.61 0.57 0.48 0.36 0.28 0.16 0.61 0.55 0.54 0.53 0.51 0.16 0.10 0.06 0.48 0.32 0.21 0.12 n/a n/a n/a n/a 3-5/8 (92) 0.66 0.66 0.63 0.58 0.55 0.40 0.31 0.18 0.63 0.56 0.54 0.53 0.68 0.21 0.14 0.08 0.55 0.40 0.27 0.16 0.72 n/a n/a n/a 4 (102) 0.68 0.68 0.65 0.59 0.61 0.43 0.33 0.19 0.64 0.57 0.55 0.53 0.79 0.24 0.16 0.09 0.61 0.43 0.32 0.18 0.75 n/a n/a n/a 4-5/8 (117) 0.70 0.70 0.67 0.60 0.70 0.48 0.36 0.21 0.66 0.58 0.56 0.54 0.98 0.30 0.20 0.11 0.70 0.48 0.38 0.22 0.81 0.55 n/a n/a 5 (127) 0.72 0.72 0.69 0.61 0.76 0.51 0.38 0.22 0.68 0.58 0.56 0.54 1.00 0.34 0.22 0.13 0.76 0.51 0.40 0.25 0.84 0.57 n/a n/a 5-3/4 (146) 0.75 0.75 0.71 0.63 0.87 0.58 0.43 0.25 0.70 0.59 0.57 0.55 0.42 0.27 0.16 0.87 0.58 0.44 0.31 0.91 0.61 0.53 n/a 6 (152) 0.76 0.76 0.72 0.63 0.91 0.61 0.44 0.26 0.71 0.60 0.57 0.55 0.45 0.29 0.17 0.91 0.61 0.46 0.32 0.92 0.63 0.54 n/a 7 (178) 0.81 0.81 0.76 0.66 1.00 0.71 0.52 0.30 0.75 0.61 0.59 0.56 0.57 0.37 0.21 1.00 0.71 0.52 0.35 1.00 0.68 0.58 n/a 8 (203) 0.85 0.85 0.80 0.68 0.81 0.59 0.34 0.79 0.63 0.60 0.57 0.69 0.45 0.25 0.81 0.59 0.38 0.72 0.63 n/a 8-3/4 (222) 0.89 0.89 0.82 0.69 0.89 0.65 0.38 0.81 0.64 0.61 0.57 0.79 0.51 0.29 0.89 0.65 0.40 0.76 0.65 0.54 9 (229) 0.90 0.90 0.83 0.70 0.91 0.67 0.39 0.82 0.65 0.61 0.58 0.83 0.54 0.30 0.91 0.67 0.41 0.77 0.66 0.55 10 (254) 0.94 0.94 0.87 0.72 1.00 0.74 0.43 0.86 0.66 0.62 0.58 0.97 0.63 0.36 1.00 0.74 0.44 0.81 0.70 0.58 11 (279) 0.99 0.99 0.91 0.74 0.81 0.47 0.89 0.68 0.63 0.59 1.00 0.72 0.41 0.81 0.47 0.85 0.73 0.61 12 (305) 1.00 1.00 0.94 0.77 0.89 0.51 0.93 0.70 0.65 0.60 0.83 0.47 0.89 0.51 0.88 0.77 0.63 14 (356) 1.00 0.81 1.00 0.60 1.00 0.73 0.67 0.62 1.00 0.59 1.00 0.60 0.96 0.83 0.68 16 (406) 0.86 0.69 0.76 0.70 0.63 0.72 0.69 1.00 0.88 0.73 18 (457) 0.90 0.77 0.79 0.72 0.65 0.86 0.77 0.94 0.78 24 (610) 1.00 1.00 0.89 0.79 0.70 1.00 1.00 1.00 0.90 30 (762) 0.99 0.87 0.75 1.00 36 (914) 1.00 0.94 0.80 > 48 (1219) 1.00 0.90 Table 27 - Load adjustment factors for 3/8-in. diameter threaded rods in cracked concrete 1,2,3 3/8-in. cracked concrete Embedment in. 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 2-3/8 3-3/8 4-1/2 7-1/2 h ef (mm) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) (60) (86) (114) (191) 1-3/4 (44) n/a n/a n/a n/a 0.52 0.52 0.49 0.43 n/a n/a n/a n/a 0.24 0.09 0.07 0.04 0.47 0.17 0.13 0.08 n/a n/a n/a n/a 1-7/8 (48) 0.58 0.58 0.57 0.54 0.53 0.53 0.50 0.44 0.57 0.53 0.53 0.52 0.26 0.10 0.07 0.04 0.52 0.19 0.14 0.09 n/a n/a n/a n/a 2 (51) 0.59 0.59 0.57 0.54 0.55 0.55 0.51 0.44 0.57 0.54 0.53 0.52 0.29 0.11 0.08 0.05 0.58 0.21 0.16 0.10 n/a n/a n/a n/a 3 (76) 0.63 0.63 0.61 0.57 0.66 0.66 0.60 0.49 0.61 0.56 0.55 0.53 0.53 0.19 0.15 0.09 0.88 0.39 0.29 0.18 n/a n/a n/a n/a 3-5/8 (92) 0.66 0.66 0.63 0.58 0.73 0.73 0.66 0.53 0.63 0.57 0.56 0.54 0.70 0.26 0.19 0.12 1.00 0.52 0.39 0.23 0.73 n/a n/a n/a 4 (102) 0.68 0.68 0.65 0.59 0.78 0.78 0.70 0.55 0.65 0.57 0.56 0.54 0.81 0.30 0.22 0.13 0.60 0.45 0.27 0.76 n/a n/a n/a 4-5/8 (117) 0.70 0.70 0.67 0.60 0.86 0.86 0.76 0.58 0.67 0.59 0.57 0.55 1.00 0.37 0.28 0.17 0.75 0.56 0.34 0.82 0.59 n/a n/a 5 (127) 0.72 0.72 0.69 0.61 0.91 0.91 0.80 0.60 0.68 0.59 0.58 0.55 0.42 0.31 0.19 0.84 0.63 0.38 0.85 0.61 n/a n/a 5-3/4 (146) 0.75 0.75 0.71 0.63 1.00 1.00 0.88 0.64 0.71 0.61 0.59 0.56 0.52 0.39 0.23 1.00 0.78 0.47 0.91 0.66 0.60 n/a 6 (152) 0.76 0.76 0.72 0.63 0.91 0.66 0.72 0.61 0.59 0.57 0.55 0.41 0.25 0.83 0.50 0.93 0.67 0.61 n/a 7 (178) 0.81 0.81 0.76 0.66 1.00 0.72 0.75 0.63 0.61 0.58 0.69 0.52 0.31 1.00 0.62 1.00 0.72 0.66 n/a 8 (203) 0.85 0.85 0.80 0.68 0.78 0.79 0.65 0.62 0.59 0.85 0.64 0.38 0.76 0.77 0.70 n/a 8-3/4 (222) 0.89 0.89 0.82 0.69 0.83 0.82 0.66 0.63 0.60 0.97 0.73 0.44 0.83 0.81 0.73 0.62 9 (229) 0.90 0.90 0.83 0.70 0.85 0.83 0.67 0.64 0.60 1.00 0.76 0.46 0.85 0.82 0.74 0.63 10 (254) 0.94 0.94 0.87 0.72 0.91 0.86 0.69 0.65 0.61 0.89 0.53 0.91 0.86 0.79 0.66 11 (279) 0.99 0.99 0.91 0.74 0.98 0.90 0.71 0.67 0.62 1.00 0.62 0.98 0.91 0.82 0.69 12 (305) 1.00 1.00 0.94 0.77 1.00 0.94 0.72 0.68 0.63 0.70 1.00 0.95 0.86 0.73 14 (356) 1.00 1.00 0.81 1.00 0.76 0.72 0.65 0.88 1.00 0.93 0.78 16 (406) 0.86 0.80 0.75 0.68 1.00 0.99 0.84 18 (457) 0.90 0.84 0.78 0.70 1.00 0.89 24 (610) 1.00 0.95 0.87 0.76 1.00 30 (762) 1.00 0.96 0.83 36 (914) 1.00 0.89 > 48 (1219) 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear, f AV, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 120 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 28 - Load adjustment factors for 1/2-in. diameter threaded rods in uncracked concrete 1,2,3 1/2-in. uncracked concrete Embedment in. 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 h ef (mm) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) 1-3/4 (44) n/a n/a n/a n/a 0.32 0.25 0.19 0.11 n/a n/a n/a n/a 0.10 0.05 0.03 0.02 0.21 0.11 0.07 0.03 n/a n/a n/a n/a 2-1/2 (64) 0.58 0.58 0.57 0.54 0.39 0.28 0.22 0.13 0.55 0.53 0.53 0.52 0.18 0.09 0.06 0.03 0.35 0.18 0.12 0.06 n/a n/a n/a n/a 3 (76) 0.60 0.60 0.58 0.55 0.44 0.30 0.24 0.14 0.56 0.54 0.53 0.52 0.23 0.12 0.08 0.04 0.44 0.24 0.15 0.08 n/a n/a n/a n/a 4 (102) 0.63 0.63 0.61 0.57 0.54 0.35 0.27 0.16 0.58 0.55 0.54 0.53 0.36 0.18 0.12 0.06 0.54 0.35 0.24 0.12 0.58 n/a n/a n/a 5 (127) 0.67 0.67 0.64 0.58 0.67 0.40 0.31 0.18 0.60 0.57 0.55 0.53 0.50 0.26 0.17 0.08 0.67 0.40 0.33 0.17 0.65 n/a n/a n/a 5-3/4 (146) 0.69 0.69 0.66 0.60 0.77 0.45 0.34 0.20 0.62 0.58 0.56 0.54 0.61 0.32 0.21 0.10 0.77 0.45 0.36 0.21 0.69 0.56 n/a n/a 6 (152) 0.70 0.70 0.67 0.60 0.80 0.46 0.35 0.20 0.63 0.58 0.56 0.54 0.65 0.34 0.22 0.11 0.80 0.46 0.37 0.22 0.71 0.57 n/a n/a 7 (178) 0.73 0.73 0.69 0.62 0.94 0.52 0.39 0.23 0.65 0.59 0.57 0.54 0.82 0.42 0.28 0.14 0.94 0.52 0.41 0.28 0.77 0.61 n/a n/a 7-1/4 (184) 0.74 0.74 0.70 0.62 0.97 0.54 0.40 0.23 0.65 0.60 0.57 0.55 0.87 0.45 0.29 0.15 0.97 0.54 0.42 0.29 0.78 0.62 0.54 n/a 8 (203) 0.77 0.77 0.72 0.63 1.00 0.60 0.44 0.26 0.67 0.61 0.58 0.55 1.00 0.52 0.34 0.17 1.00 0.60 0.45 0.32 0.82 0.66 0.57 n/a 9 (229) 0.80 0.80 0.75 0.65 0.67 0.49 0.29 0.69 0.62 0.59 0.56 0.62 0.40 0.20 0.67 0.49 0.34 0.87 0.70 0.60 n/a 10 (254) 0.83 0.83 0.78 0.67 0.75 0.55 0.32 0.71 0.63 0.60 0.56 0.72 0.47 0.24 0.75 0.55 0.36 0.92 0.73 0.64 n/a 11-1/4 (286) 0.88 0.88 0.81 0.69 0.84 0.62 0.36 0.74 0.65 0.61 0.57 0.86 0.56 0.28 0.84 0.62 0.39 0.97 0.78 0.67 0.54 12 (305) 0.90 0.90 0.83 0.70 0.90 0.66 0.38 0.75 0.66 0.62 0.58 0.95 0.62 0.31 0.90 0.66 0.41 1.00 0.80 0.70 0.55 14 (356) 0.97 0.97 0.89 0.73 1.00 0.77 0.45 0.79 0.69 0.64 0.59 1.00 0.78 0.39 1.00 0.77 0.46 0.87 0.75 0.60 16 (406) 1.00 1.00 0.94 0.77 0.88 0.51 0.83 0.72 0.66 0.60 0.95 0.48 0.88 0.51 0.93 0.80 0.64 18 (457) 1.00 0.80 0.99 0.58 0.88 0.74 0.68 0.61 1.00 0.57 0.99 0.58 0.98 0.85 0.68 20 (508) 0.83 1.00 0.64 0.92 0.77 0.70 0.63 0.67 1.00 0.64 1.00 0.90 0.71 22 (559) 0.87 0.70 0.96 0.80 0.72 0.64 0.77 0.70 0.94 0.75 24 (610) 0.90 0.77 1.00 0.82 0.74 0.65 0.88 0.77 0.98 0.78 30 (762) 1.00 0.96 0.90 0.80 0.69 1.00 0.96 1.00 0.87 36 (914) 1.00 0.98 0.86 0.73 1.00 0.96 > 48 (1219) 1.00 0.98 0.81 1.00 Table 29 - Load adjustment factors for 1/2-in. diameter threaded rods in cracked concrete 1,2,3 1/2-in. cracked concrete Embedment in. 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 2-3/4 4-1/2 6 10 h ef (mm) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) (70) (114) (152) (254) 1-3/4 (44) n/a n/a n/a n/a 0.48 0.48 0.45 0.41 n/a n/a n/a n/a 0.10 0.06 0.04 0.03 0.21 0.11 0.09 0.05 n/a n/a n/a n/a 2-1/2 (64) 0.58 0.58 0.57 0.54 0.53 0.53 0.50 0.44 0.55 0.54 0.53 0.52 0.18 0.10 0.07 0.04 0.35 0.20 0.15 0.09 n/a n/a n/a n/a 3 (76) 0.60 0.60 0.58 0.55 0.57 0.57 0.53 0.46 0.56 0.54 0.53 0.52 0.23 0.13 0.10 0.06 0.47 0.26 0.19 0.12 n/a n/a n/a n/a 4 (102) 0.63 0.63 0.61 0.57 0.66 0.66 0.60 0.49 0.58 0.56 0.55 0.53 0.36 0.20 0.15 0.09 0.72 0.39 0.30 0.18 0.58 n/a n/a n/a 5 (127) 0.67 0.67 0.64 0.58 0.75 0.75 0.67 0.53 0.61 0.57 0.56 0.54 0.50 0.28 0.21 0.12 1.00 0.55 0.41 0.25 0.65 n/a n/a n/a 5-3/4 (146) 0.69 0.69 0.66 0.60 0.82 0.82 0.73 0.56 0.62 0.58 0.57 0.55 0.62 0.34 0.26 0.15 0.68 0.51 0.31 0.70 0.57 n/a n/a 6 (152) 0.70 0.70 0.67 0.60 0.85 0.85 0.75 0.57 0.63 0.58 0.57 0.55 0.66 0.36 0.27 0.16 0.73 0.54 0.33 0.71 0.58 n/a n/a 7 (178) 0.73 0.73 0.69 0.62 0.95 0.95 0.83 0.62 0.65 0.60 0.58 0.56 0.83 0.46 0.34 0.21 0.91 0.69 0.41 0.77 0.63 n/a n/a 7-1/4 (184) 0.74 0.74 0.70 0.62 0.98 0.98 0.85 0.63 0.65 0.60 0.58 0.56 0.88 0.48 0.36 0.22 0.96 0.72 0.43 0.78 0.64 0.58 n/a 8 (203) 0.77 0.77 0.72 0.63 1.00 1.00 0.91 0.66 0.67 0.61 0.59 0.57 1.00 0.56 0.42 0.25 1.00 0.84 0.50 0.82 0.67 0.61 n/a 9 (229) 0.80 0.80 0.75 0.65 1.00 0.70 0.69 0.63 0.60 0.57 0.67 0.50 0.30 1.00 0.60 0.87 0.71 0.65 n/a 10 (254) 0.83 0.83 0.78 0.67 0.75 0.71 0.64 0.62 0.58 0.78 0.59 0.35 0.70 0.92 0.75 0.68 n/a 11-1/4 (286) 0.88 0.88 0.81 0.69 0.81 0.74 0.66 0.63 0.59 0.93 0.70 0.42 0.81 0.97 0.80 0.72 0.61 12 (305) 0.90 0.90 0.83 0.70 0.85 0.75 0.67 0.64 0.60 1.00 0.77 0.46 0.85 1.00 0.82 0.75 0.63 14 (356) 0.97 0.97 0.89 0.73 0.95 0.79 0.70 0.66 0.62 0.97 0.58 0.95 0.89 0.81 0.68 16 (406) 1.00 1.00 0.94 0.77 1.00 0.84 0.73 0.69 0.63 1.00 0.71 1.00 0.95 0.86 0.73 18 (457) 1.00 0.80 0.88 0.75 0.71 0.65 0.85 1.00 0.92 0.77 20 (508) 0.83 0.92 0.78 0.73 0.67 0.99 0.97 0.81 22 (559) 0.87 0.96 0.81 0.76 0.68 1.00 1.00 0.85 24 (610) 0.90 1.00 0.84 0.78 0.70 0.89 30 (762) 1.00 0.92 0.85 0.75 1.00 36 (914) 1.00 0.92 0.80 > 48 (1219) 1. 1.00 0.90 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction ƒactor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 121

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 30 - Load adjustment factors for 5/8-in. diameter threaded rods in uncracked concrete 1,2,3 5/8-in. uncracked concrete Embedment in. 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 h ef (mm) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) 1-3/4 (44) n/a n/a n/a n/a 0.33 0.23 0.18 0.11 n/a n/a n/a n/a 0.09 0.04 0.03 0.01 0.19 0.08 0.06 0.03 n/a n/a n/a n/a 3-1/8 (79) 0.59 0.59 0.57 0.54 0.44 0.28 0.22 0.13 0.56 0.54 0.53 0.52 0.22 0.10 0.07 0.03 0.44 0.20 0.13 0.06 n/a n/a n/a n/a 4 (102) 0.61 0.61 0.59 0.55 0.52 0.32 0.24 0.14 0.58 0.55 0.53 0.52 0.32 0.15 0.10 0.04 0.52 0.29 0.19 0.09 n/a n/a n/a n/a 4-5/8 (117) 0.63 0.63 0.60 0.56 0.59 0.34 0.26 0.15 0.59 0.55 0.54 0.52 0.40 0.18 0.12 0.06 0.59 0.34 0.24 0.11 0.60 n/a n/a n/a 5 (127) 0.64 0.64 0.61 0.57 0.63 0.36 0.27 0.16 0.60 0.56 0.54 0.53 0.45 0.21 0.13 0.06 0.63 0.36 0.27 0.12 0.63 n/a n/a n/a 6 (152) 0.66 0.66 0.63 0.58 0.74 0.40 0.30 0.18 0.62 0.57 0.55 0.53 0.59 0.27 0.18 0.08 0.76 0.40 0.33 0.16 0.69 n/a n/a n/a 7 (178) 0.69 0.69 0.66 0.59 0.82 0.44 0.33 0.20 0.64 0.58 0.56 0.54 0.75 0.34 0.22 0.10 0.88 0.44 0.36 0.21 0.74 n/a n/a n/a 7-1/8 (181) 0.69 0.69 0.66 0.60 0.83 0.45 0.34 0.20 0.64 0.58 0.56 0.54 0.77 0.35 0.23 0.11 0.90 0.45 0.36 0.21 0.75 0.57 n/a n/a 8 (203) 0.72 0.72 0.68 0.61 0.90 0.49 0.37 0.21 0.66 0.59 0.57 0.54 0.91 0.41 0.27 0.13 1.00 0.49 0.39 0.25 0.79 0.61 n/a n/a 9 (229) 0.75 0.75 0.70 0.62 0.99 0.54 0.40 0.23 0.68 0.60 0.58 0.55 1.00 0.50 0.32 0.15 0.54 0.42 0.30 0.84 0.65 0.56 n/a 10 (254) 0.77 0.77 0.72 0.63 1.00 0.61 0.44 0.26 0.70 0.62 0.59 0.55 0.58 0.38 0.18 0.61 0.46 0.32 0.89 0.68 0.59 n/a 11 (279) 0.80 0.80 0.74 0.65 0.67 0.49 0.29 0.72 0.63 0.60 0.56 0.67 0.43 0.20 0.67 0.49 0.34 0.93 0.71 0.62 n/a 12 (305) 0.83 0.83 0.77 0.66 0.73 0.53 0.31 0.74 0.64 0.60 0.56 0.76 0.50 0.23 0.73 0.53 0.36 0.97 0.75 0.65 n/a 14 (356) 0.88 0.88 0.81 0.69 0.85 0.62 0.36 0.77 0.66 0.62 0.57 0.96 0.62 0.29 0.85 0.62 0.39 1.00 0.81 0.70 0.54 16 (406) 0.94 0.94 0.86 0.71 0.97 0.71 0.42 0.81 0.69 0.64 0.58 1.00 0.76 0.36 0.97 0.71 0.43 0.86 0.75 0.58 18 (457) 0.99 0.99 0.90 0.74 1.00 0.80 0.47 0.85 0.71 0.66 0.59 0.91 0.43 1.00 0.80 0.47 0.91 0.79 0.61 20 (508) 1.00 1.00 0.94 0.77 0.89 0.52 0.89 0.73 0.67 0.60 1.00 0.50 0.89 0.52 0.96 0.83 0.65 22 (559) 0.99 0.79 0.98 0.57 0.93 0.75 0.69 0.62 0.58 0.98 0.57 1.00 0.87 0.68 24 (610) 1.00 0.82 1.00 0.62 0.97 0.78 0.71 0.63 0.66 1.00 0.62 0.91 0.71 26 (660) 0.85 0.68 1.00 0.80 0.73 0.64 0.74 0.68 0.95 0.74 28 (711) 0.87 0.73 0.82 0.74 0.65 0.83 0.73 0.99 0.77 30 (762) 0.90 0.78 0.85 0.76 0.66 0.92 0.78 1.00 0.79 36 (914) 0.98 0.94 0.92 0.81 0.69 1.00 0.94 0.87 >48 (1219) 1.00 1.00 1.00 0.92 0.75 1.00 Table 31 - Load adjustment factors for 5/8-in. diameter threaded rods in cracked concrete 1,2,3 5/8-in. cracked concrete Embedment in. 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 3-1/8 5-5/8 7-1/2 12-1/2 h ef (mm) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) (79) (143) (191) (318) 1-3/4 (44) n/a n/a n/a n/a 0.45 0.45 0.43 0.40 n/a n/a n/a n/a 0.09 0.04 0.03 0.02 0.19 0.09 0.06 0.04 n/a n/a n/a n/a 3-1/8 (79) 0.59 0.59 0.57 0.54 0.54 0.54 0.50 0.44 0.56 0.54 0.53 0.52 0.22 0.10 0.08 0.05 0.45 0.20 0.15 0.09 n/a n/a n/a n/a 4 (102) 0.61 0.61 0.59 0.55 0.60 0.60 0.55 0.46 0.58 0.55 0.54 0.53 0.33 0.15 0.11 0.07 0.65 0.30 0.22 0.13 n/a n/a n/a n/a 4-5/8 (117) 0.63 0.63 0.60 0.56 0.64 0.64 0.58 0.48 0.59 0.55 0.54 0.53 0.40 0.18 0.14 0.08 0.81 0.37 0.27 0.16 0.60 n/a n/a n/a 5 (127) 0.64 0.64 0.61 0.57 0.67 0.67 0.60 0.49 0.60 0.56 0.55 0.53 0.45 0.21 0.15 0.09 0.91 0.41 0.30 0.18 0.63 n/a n/a n/a 6 (152) 0.66 0.66 0.63 0.58 0.74 0.74 0.66 0.53 0.62 0.57 0.56 0.54 0.60 0.27 0.20 0.12 1.00 0.54 0.40 0.24 0.69 n/a n/a n/a 7 (178) 0.69 0.69 0.66 0.59 0.82 0.82 0.72 0.56 0.64 0.58 0.57 0.55 0.75 0.34 0.25 0.15 0.68 0.50 0.30 0.74 n/a n/a n/a 7-1/8 (181) 0.69 0.69 0.66 0.60 0.83 0.83 0.73 0.56 0.64 0.58 0.57 0.55 0.77 0.35 0.26 0.16 0.70 0.52 0.31 0.75 0.58 n/a n/a 8 (203) 0.72 0.72 0.68 0.61 0.90 0.90 0.78 0.59 0.66 0.59 0.58 0.55 0.92 0.42 0.31 0.19 0.84 0.62 0.37 0.79 0.61 n/a n/a 9 (229) 0.75 0.75 0.70 0.62 0.99 0.99 0.85 0.62 0.68 0.60 0.59 0.56 1.00 0.50 0.37 0.22 1.00 0.74 0.44 0.84 0.65 0.59 n/a 10 (254) 0.77 0.77 0.72 0.63 1.00 1.00 0.91 0.66 0.70 0.62 0.60 0.57 0.58 0.43 0.26 0.86 0.52 0.89 0.68 0.62 n/a 11 (279) 0.80 0.80 0.74 0.65 0.98 0.69 0.72 0.63 0.60 0.57 0.67 0.50 0.30 0.98 0.60 0.93 0.72 0.65 n/a 12 (305) 0.83 0.83 0.77 0.66 1.00 0.73 0.74 0.64 0.61 0.58 0.77 0.57 0.34 1.00 0.68 0.97 0.75 0.68 n/a 14 (356) 0.88 0.88 0.81 0.69 0.81 0.78 0.66 0.63 0.59 0.97 0.71 0.43 0.81 1.00 0.81 0.73 0.62 16 (406) 0.94 0.94 0.86 0.71 0.89 0.82 0.69 0.65 0.61 1.00 0.87 0.52 0.89 0.86 0.78 0.66 18 (457) 0.99 0.99 0.90 0.74 0.97 0.85 0.71 0.67 0.62 1.00 0.62 0.97 0.92 0.83 0.70 20 (508) 1.00 1.00 0.94 0.77 1.00 0.89 0.73 0.69 0.64 0.73 1.00 0.97 0.87 0.74 22 (559) 0.99 0.79 0.93 0.76 0.71 0.65 0.84 1.00 0.91 0.77 24 (610) 1.00 0.82 0.97 0.78 0.73 0.66 0.96 0.96 0.81 26 (660) 0.85 1.00 0.80 0.75 0.68 1.00 0.99 0.84 28 (711) 0.87 0.83 0.77 0.69 1.00 0.87 30 (762) 0.90 0.85 0.79 0.70 0.90 36 (914) 0.98 0.92 0.84 0.74 0.99 >48 (1219) 1.00 1.00 0.96 0.82 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 122 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 32 - Load adjustment factors for 3/4-in. diameter threaded rods in uncracked concrete 1,2,3 3/4-in. uncracked concrete Embedment in. 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 h ef (mm) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) 1-3/4 (44) n/a n/a n/a n/a 0.33 0.23 0.18 0.10 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.17 0.07 0.05 0.02 n/a n/a n/a n/a 3-3/4 (95) 0.59 0.59 0.57 0.54 0.49 0.29 0.22 0.13 0.57 0.54 0.53 0.52 0.27 0.11 0.07 0.03 0.49 0.22 0.14 0.07 n/a n/a n/a n/a 4 (102) 0.59 0.59 0.57 0.54 0.51 0.30 0.22 0.13 0.57 0.54 0.53 0.52 0.29 0.12 0.08 0.04 0.51 0.24 0.16 0.07 n/a n/a n/a n/a 5 (127) 0.62 0.62 0.59 0.56 0.60 0.33 0.25 0.15 0.59 0.55 0.54 0.52 0.41 0.17 0.11 0.05 0.60 0.33 0.22 0.10 n/a n/a n/a n/a 5-1/4 (133) 0.62 0.62 0.60 0.56 0.63 0.34 0.25 0.15 0.60 0.55 0.54 0.52 0.44 0.18 0.12 0.05 0.63 0.34 0.23 0.11 0.62 n/a n/a n/a 6 (152) 0.64 0.64 0.61 0.57 0.67 0.36 0.27 0.16 0.61 0.56 0.55 0.53 0.54 0.22 0.14 0.07 0.72 0.36 0.29 0.13 0.66 n/a n/a n/a 7 (178) 0.66 0.66 0.63 0.58 0.74 0.40 0.30 0.17 0.63 0.57 0.55 0.53 0.68 0.28 0.18 0.08 0.84 0.40 0.33 0.17 0.72 n/a n/a n/a 8 (203) 0.69 0.69 0.65 0.59 0.80 0.43 0.32 0.19 0.65 0.58 0.56 0.54 0.83 0.34 0.22 0.10 0.96 0.43 0.35 0.20 0.77 n/a n/a n/a 8-1/2 (216) 0.70 0.70 0.66 0.59 0.84 0.45 0.34 0.20 0.66 0.59 0.56 0.54 0.91 0.37 0.24 0.11 1.00 0.45 0.37 0.22 0.79 0.59 n/a n/a 9 (229) 0.71 0.71 0.67 0.60 0.87 0.47 0.35 0.21 0.67 0.59 0.57 0.54 0.99 0.40 0.26 0.12 0.47 0.38 0.24 0.81 0.60 n/a n/a 10 (254) 0.73 0.73 0.69 0.61 0.94 0.51 0.38 0.22 0.68 0.60 0.58 0.55 1.00 0.47 0.31 0.14 0.51 0.41 0.29 0.86 0.64 n/a n/a 10-3/4 (273) 0.75 0.75 0.70 0.62 1.00 0.55 0.40 0.24 0.70 0.61 0.58 0.55 0.53 0.34 0.16 0.55 0.43 0.31 0.89 0.66 0.57 n/a 12 (305) 0.78 0.78 0.72 0.63 0.61 0.45 0.26 0.72 0.62 0.59 0.55 0.62 0.40 0.19 0.61 0.46 0.33 0.94 0.70 0.60 n/a 14 (356) 0.82 0.82 0.76 0.66 0.71 0.53 0.31 0.76 0.64 0.61 0.56 0.78 0.51 0.24 0.71 0.53 0.36 1.00 0.75 0.65 n/a 16 (406) 0.87 0.87 0.80 0.68 0.82 0.60 0.35 0.79 0.66 0.62 0.57 0.96 0.62 0.29 0.82 0.60 0.39 0.80 0.70 n/a 16-3/4 (425) 0.89 0.89 0.81 0.69 0.85 0.63 0.37 0.81 0.67 0.63 0.58 1.00 0.67 0.31 0.85 0.63 0.40 0.82 0.71 0.55 18 (457) 0.92 0.92 0.83 0.70 0.92 0.68 0.40 0.83 0.68 0.64 0.58 0.74 0.35 0.92 0.68 0.42 0.85 0.74 0.57 20 (508) 0.96 0.96 0.87 0.72 1.00 0.75 0.44 0.87 0.70 0.65 0.59 0.87 0.40 1.00 0.75 0.45 0.90 0.78 0.60 22 (559) 1.00 1.00 0.91 0.74 0.83 0.48 0.91 0.72 0.67 0.60 1.00 0.47 0.83 0.49 0.94 0.82 0.63 24 (610) 0.94 0.77 0.90 0.53 0.94 0.74 0.68 0.61 0.53 0.90 0.53 0.99 0.85 0.66 26 (660) 0.98 0.79 0.98 0.57 0.98 0.76 0.70 0.62 0.60 0.98 0.57 1.00 0.89 0.69 28 (711) 1.00 0.81 1.00 0.62 1.00 0.78 0.71 0.63 0.67 1.00 0.62 0.92 0.71 30 (762) 0.83 0.66 0.80 0.73 0.64 0.74 0.66 0.95 0.74 36 (914) 1.00 1.00 0.86 0.77 0.66 1.00 1.00 1.00 0.81 > 48 (1219) 0.99 0.86 0.72 0.94 Table 33 - Load adjustment factors for 3/4-in. diameter threaded rods in cracked concrete 1,2,3 3/4-in. cracked concrete Embedment in. 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 3-1/2 6-3/4 9 15 h ef (mm) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) (89) (171) (229) (381) 1-3/4 (44) n/a n/a n/a n/a 0.44 0.44 0.42 0.39 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.17 0.07 0.05 0.03 n/a n/a n/a n/a 3-3/4 (95) 0.59 0.59 0.57 0.54 0.54 0.54 0.50 0.44 0.57 0.54 0.53 0.52 0.27 0.11 0.08 0.05 0.54 0.22 0.15 0.09 n/a n/a n/a n/a 4 (102) 0.59 0.59 0.57 0.54 0.56 0.56 0.51 0.44 0.57 0.54 0.53 0.52 0.30 0.12 0.08 0.05 0.59 0.24 0.17 0.10 n/a n/a n/a n/a 5 (127) 0.62 0.62 0.59 0.56 0.61 0.61 0.56 0.47 0.59 0.55 0.54 0.53 0.41 0.17 0.12 0.07 0.83 0.34 0.24 0.14 n/a n/a n/a n/a 5-1/4 (133) 0.62 0.62 0.60 0.56 0.63 0.63 0.57 0.47 0.60 0.55 0.54 0.53 0.45 0.18 0.13 0.08 0.89 0.36 0.26 0.15 0.62 n/a n/a n/a 6 (152) 0.64 0.64 0.61 0.57 0.67 0.67 0.60 0.49 0.61 0.56 0.55 0.53 0.54 0.22 0.16 0.09 1.00 0.44 0.31 0.19 0.67 n/a n/a n/a 7 (178) 0.66 0.66 0.63 0.58 0.74 0.74 0.65 0.52 0.63 0.57 0.56 0.54 0.69 0.28 0.20 0.12 0.56 0.39 0.24 0.72 n/a n/a n/a 8 (203) 0.69 0.69 0.65 0.59 0.80 0.80 0.70 0.55 0.65 0.58 0.56 0.55 0.84 0.34 0.24 0.14 0.68 0.48 0.29 0.77 n/a n/a n/a 8-1/2 (216) 0.70 0.70 0.66 0.59 0.84 0.84 0.72 0.56 0.66 0.59 0.57 0.55 0.92 0.37 0.26 0.16 0.75 0.53 0.32 0.79 0.59 n/a n/a 9 (229) 0.71 0.71 0.67 0.60 0.87 0.87 0.75 0.57 0.67 0.59 0.57 0.55 1.00 0.41 0.29 0.17 0.82 0.57 0.34 0.82 0.61 n/a n/a 10 (254) 0.73 0.73 0.69 0.61 0.94 0.94 0.80 0.60 0.69 0.60 0.58 0.56 0.48 0.34 0.20 0.95 0.67 0.40 0.86 0.64 n/a n/a 10-3/4 (273) 0.75 0.75 0.70 0.62 1.00 1.00 0.84 0.62 0.70 0.61 0.59 0.56 0.53 0.37 0.22 1.00 0.75 0.45 0.89 0.66 0.59 n/a 12 (305) 0.78 0.78 0.72 0.63 0.91 0.66 0.72 0.62 0.60 0.57 0.63 0.44 0.26 0.88 0.53 0.94 0.70 0.62 n/a 14 (356) 0.82 0.82 0.76 0.66 1.00 0.72 0.76 0.64 0.61 0.58 0.79 0.56 0.33 1.00 0.67 1.00 0.76 0.67 n/a 16 (406) 0.87 0.87 0.80 0.68 0.78 0.80 0.66 0.63 0.59 0.97 0.68 0.41 0.78 0.81 0.72 n/a 16-3/4 (425) 0.89 0.89 0.81 0.69 0.81 0.81 0.67 0.63 0.60 1.00 0.73 0.44 0.81 0.83 0.73 0.62 18 (457) 0.92 0.92 0.83 0.70 0.85 0.83 0.68 0.64 0.60 0.81 0.49 0.85 0.86 0.76 0.64 20 (508) 0.96 0.96 0.87 0.72 0.91 0.87 0.70 0.66 0.61 0.95 0.57 0.91 0.90 0.80 0.68 22 (559) 1.00 1.00 0.91 0.74 0.98 0.91 0.72 0.68 0.63 1.00 0.66 0.98 0.95 0.84 0.71 24 (610) 0.94 0.77 1.00 0.94 0.74 0.69 0.64 0.75 1.00 0.99 0.88 0.74 26 (660) 0.98 0.79 0.98 0.76 0.71 0.65 0.84 1.00 0.91 0.77 28 (711) 1.00 0.81 1.00 0.79 0.73 0.66 0.94 0.95 0.80 30 (762) 0.83 0.81 0.74 0.67 1.00 0.98 0.83 36 (914) 0.90 0.87 0.79 0.71 1.00 0.91 > 48 (1219) 1.00 0.99 0.89 0.77 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 123

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 34 - Load adjustment factors for 7/8-in. diameter threaded rods in uncracked concrete 1,2,3 7/8-in. uncracked concrete Embedment in. 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 h ef (mm) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) 1-3/4 (44) n/a n/a n/a n/a 0.36 0.22 0.17 0.10 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.18 0.05 0.04 0.02 n/a n/a n/a n/a 4-3/8 (111) 0.59 0.59 0.57 0.54 0.55 0.29 0.22 0.13 0.58 0.54 0.53 0.52 0.35 0.11 0.07 0.03 0.60 0.22 0.14 0.07 n/a n/a n/a n/a 5 (127) 0.60 0.60 0.58 0.55 0.58 0.31 0.23 0.14 0.59 0.54 0.53 0.52 0.43 0.13 0.09 0.04 0.66 0.27 0.17 0.08 n/a n/a n/a n/a 5-1/2 (140) 0.61 0.61 0.59 0.55 0.60 0.32 0.24 0.14 0.60 0.55 0.54 0.52 0.50 0.15 0.10 0.05 0.72 0.31 0.20 0.09 0.65 n/a n/a n/a 6 (152) 0.62 0.62 0.60 0.56 0.63 0.34 0.25 0.15 0.61 0.55 0.54 0.52 0.57 0.17 0.11 0.05 0.78 0.34 0.23 0.11 0.68 n/a n/a n/a 7 (178) 0.64 0.64 0.61 0.57 0.68 0.37 0.27 0.16 0.63 0.56 0.55 0.53 0.71 0.22 0.14 0.07 0.91 0.37 0.29 0.13 0.73 n/a n/a n/a 8 (203) 0.66 0.66 0.63 0.58 0.74 0.40 0.30 0.17 0.65 0.57 0.55 0.53 0.87 0.27 0.17 0.08 1.00 0.40 0.33 0.16 0.78 n/a n/a n/a 9 (229) 0.68 0.68 0.64 0.59 0.79 0.43 0.32 0.19 0.67 0.58 0.56 0.54 1.00 0.32 0.21 0.10 0.43 0.35 0.19 0.83 n/a n/a n/a 9-7/8 (251) 0.70 0.70 0.66 0.59 0.84 0.46 0.34 0.20 0.69 0.59 0.56 0.54 0.37 0.24 0.11 0.46 0.37 0.22 0.87 0.59 n/a n/a 10 (254) 0.70 0.70 0.66 0.60 0.85 0.46 0.34 0.20 0.69 0.59 0.57 0.54 0.38 0.24 0.11 0.46 0.37 0.23 0.87 0.59 n/a n/a 11 (279) 0.72 0.72 0.67 0.60 0.91 0.49 0.37 0.22 0.71 0.60 0.57 0.54 0.43 0.28 0.13 0.49 0.40 0.26 0.91 0.62 n/a n/a 12 (305) 0.74 0.74 0.69 0.61 0.98 0.53 0.39 0.23 0.73 0.60 0.58 0.55 0.49 0.32 0.15 0.53 0.42 0.30 0.95 0.65 n/a n/a 12-1/2 (318) 0.75 0.75 0.70 0.62 1.00 0.55 0.41 0.24 0.74 0.61 0.58 0.55 0.52 0.34 0.16 0.55 0.43 0.31 0.97 0.66 0.57 n/a 14 (356) 0.78 0.78 0.72 0.63 0.62 0.46 0.27 0.77 0.62 0.59 0.55 0.62 0.40 0.19 0.62 0.47 0.33 1.00 0.70 0.60 n/a 16 (406) 0.82 0.82 0.75 0.65 0.71 0.52 0.31 0.80 0.64 0.60 0.56 0.76 0.49 0.23 0.71 0.52 0.36 0.75 0.65 n/a 18 (457) 0.86 0.86 0.79 0.67 0.80 0.59 0.34 0.84 0.66 0.62 0.57 0.91 0.59 0.27 0.80 0.59 0.38 0.79 0.68 n/a 19-1/2 (495) 0.89 0.89 0.81 0.69 0.86 0.63 0.37 0.87 0.67 0.63 0.58 1.00 0.66 0.31 0.86 0.63 0.40 0.82 0.71 0.55 20 (508) 0.90 0.90 0.82 0.69 0.89 0.65 0.38 0.88 0.67 0.63 0.58 0.69 0.32 0.89 0.65 0.41 0.83 0.72 0.56 22 (559) 0.94 0.94 0.85 0.71 0.97 0.72 0.42 0.92 0.69 0.64 0.59 0.80 0.37 0.97 0.72 0.44 0.87 0.76 0.59 24 (610) 0.98 0.98 0.88 0.73 1.00 0.78 0.46 0.96 0.71 0.66 0.59 0.91 0.42 1.00 0.78 0.47 0.91 0.79 0.61 26 (660) 1.00 1.00 0.91 0.75 0.85 0.50 0.99 0.73 0.67 0.60 1.00 0.48 0.85 0.50 0.95 0.82 0.64 28 (711) 0.94 0.77 0.91 0.53 1.00 0.74 0.68 0.61 0.53 0.91 0.53 0.99 0.85 0.66 30 (762) 0.98 0.79 0.98 0.57 0.76 0.70 0.62 0.59 0.98 0.57 1.00 0.88 0.68 36 (914) 1.00 0.84 1.00 0.69 0.81 0.73 0.64 0.77 1.00 0.69 0.97 0.75 > 48 (1219) 0.96 0.92 0.92 0.81 0.69 1.00 0.92 1.00 0.87 Table 35 - Load adjustment factors for 7/8-in. diameter threaded rods in cracked concrete 1,2,3 7/8-in. cracked concrete Embedment in. 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 3-1/2 7-7/8 10-1/2 17-1/2 h ef (mm) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) (89) (200) (267) (445) 1-3/4 (44) n/a n/a n/a n/a 0.42 0.42 0.41 0.38 n/a n/a n/a n/a 0.09 0.03 0.02 0.01 0.18 0.06 0.04 0.02 n/a n/a n/a n/a 4-3/8 (111) 0.59 0.59 0.57 0.54 0.55 0.55 0.50 0.44 0.58 0.54 0.53 0.52 0.36 0.11 0.08 0.05 0.71 0.22 0.16 0.09 n/a n/a n/a n/a 5 (127) 0.60 0.60 0.58 0.55 0.58 0.58 0.52 0.45 0.60 0.54 0.53 0.52 0.43 0.13 0.09 0.06 0.87 0.27 0.19 0.11 n/a n/a n/a n/a 5-1/2 (140) 0.61 0.61 0.59 0.55 0.60 0.60 0.54 0.46 0.61 0.55 0.54 0.53 0.50 0.15 0.11 0.07 1.00 0.31 0.22 0.13 0.65 n/a n/a n/a 6 (152) 0.62 0.62 0.60 0.56 0.63 0.63 0.56 0.47 0.61 0.55 0.54 0.53 0.57 0.18 0.12 0.07 0.35 0.25 0.15 0.68 n/a n/a n/a 7 (178) 0.64 0.64 0.61 0.57 0.68 0.68 0.60 0.49 0.63 0.56 0.55 0.53 0.72 0.22 0.16 0.09 0.44 0.31 0.19 0.73 n/a n/a n/a 8 (203) 0.66 0.66 0.63 0.58 0.74 0.74 0.64 0.52 0.65 0.57 0.56 0.54 0.88 0.27 0.19 0.12 0.54 0.38 0.23 0.78 n/a n/a n/a 9 (229) 0.68 0.68 0.64 0.59 0.79 0.79 0.68 0.54 0.67 0.58 0.56 0.54 1.00 0.32 0.23 0.14 0.65 0.46 0.27 0.83 n/a n/a n/a 9-7/8 (251) 0.70 0.70 0.66 0.59 0.84 0.84 0.72 0.56 0.69 0.59 0.57 0.55 0.37 0.26 0.16 0.74 0.53 0.32 0.87 0.59 n/a n/a 10 (254) 0.70 0.70 0.66 0.60 0.85 0.85 0.73 0.56 0.69 0.59 0.57 0.55 0.38 0.27 0.16 0.76 0.54 0.32 0.87 0.59 n/a n/a 11 (279) 0.72 0.72 0.67 0.60 0.91 0.91 0.77 0.59 0.71 0.60 0.58 0.55 0.44 0.31 0.19 0.87 0.62 0.37 0.92 0.62 n/a n/a 12 (305) 0.74 0.74 0.69 0.61 0.98 0.98 0.82 0.61 0.73 0.60 0.58 0.56 0.50 0.35 0.21 1.00 0.70 0.42 0.96 0.65 n/a n/a 12-1/2 (318) 0.75 0.75 0.70 0.62 1.00 1.00 0.84 0.62 0.74 0.61 0.59 0.56 0.53 0.37 0.22 0.75 0.45 0.98 0.66 0.59 n/a 14 (356) 0.78 0.78 0.72 0.63 0.91 0.66 0.77 0.62 0.60 0.57 0.63 0.44 0.27 0.89 0.53 1.00 0.70 0.62 n/a 16 (406) 0.82 0.82 0.75 0.65 1.00 0.71 0.81 0.64 0.61 0.58 0.77 0.54 0.33 1.00 0.65 0.75 0.67 n/a 18 (457) 0.86 0.86 0.79 0.67 0.76 0.84 0.66 0.62 0.59 0.91 0.65 0.39 0.76 0.79 0.71 n/a 19-1/2 (495) 0.89 0.89 0.81 0.69 0.80 0.87 0.67 0.64 0.60 1.00 0.73 0.44 0.80 0.82 0.74 0.62 20 (508) 0.90 0.90 0.82 0.69 0.82 0.88 0.67 0.64 0.60 0.76 0.45 0.82 0.84 0.74 0.63 22 (559) 0.94 0.94 0.85 0.71 0.87 0.92 0.69 0.65 0.61 0.87 0.52 0.87 0.88 0.78 0.66 24 (610) 0.98 0.98 0.88 0.73 0.93 0.96 0.71 0.67 0.62 1.00 0.60 0.93 0.92 0.82 0.69 26 (660) 1.00 1.00 0.91 0.75 0.99 1.00 0.73 0.68 0.63 0.67 0.99 0.95 0.85 0.72 28 (711) 0.94 0.77 1.00 0.74 0.69 0.64 0.75 1.00 0.99 0.88 0.74 30 (762) 0.98 0.79 0.76 0.71 0.65 0.84 1.00 0.91 0.77 36 (914) 1.00 0.84 0.81 0.75 0.68 1.00 1.00 0.84 > 48 (1219) 0.96 0.92 0.83 0.74 0.97 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 124 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 36 - Load adjustment factors for 1-in. diameter threaded rods in uncracked concrete 1,2,3 1-in. uncracked concrete in. 4 4 12 20 4 4 12 20 4 4 12 20 4 4 12 20 4 4 12 20 4 4 12 20 Embedment h ef (mm) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) 1-3/4 (44) n/a n/a n/a n/a 0.36 0.22 0.17 0.10 n/a n/a n/a n/a 0.08 0.02 0.01 0.01 0.15 0.05 0.03 0.01 n/a n/a n/a n/a 5 (127) 0.59 0.59 0.57 0.54 0.55 0.30 0.22 0.13 0.59 0.54 0.53 0.52 0.37 0.11 0.07 0.03 0.61 0.22 0.14 0.07 n/a n/a n/a n/a 6 (152) 0.61 0.61 0.58 0.55 0.59 0.32 0.24 0.14 0.60 0.55 0.53 0.52 0.48 0.14 0.09 0.04 0.70 0.29 0.19 0.09 n/a n/a n/a n/a 6-1/4 (159) 0.61 0.61 0.59 0.55 0.60 0.33 0.24 0.14 0.61 0.55 0.54 0.52 0.51 0.15 0.10 0.05 0.73 0.30 0.20 0.09 0.65 n/a n/a n/a 7 (178) 0.63 0.63 0.60 0.56 0.64 0.35 0.26 0.15 0.62 0.55 0.54 0.52 0.61 0.18 0.12 0.05 0.82 0.35 0.23 0.11 0.69 n/a n/a n/a 8 (203) 0.64 0.64 0.61 0.57 0.69 0.38 0.28 0.16 0.64 0.56 0.55 0.53 0.74 0.22 0.14 0.07 0.93 0.38 0.29 0.13 0.74 n/a n/a n/a 9 (229) 0.66 0.66 0.63 0.58 0.74 0.40 0.29 0.17 0.65 0.57 0.55 0.53 0.89 0.26 0.17 0.08 1.00 0.40 0.33 0.16 0.78 n/a n/a n/a 10 (254) 0.68 0.68 0.64 0.58 0.79 0.43 0.32 0.18 0.67 0.58 0.56 0.53 1.00 0.31 0.20 0.09 0.43 0.35 0.19 0.83 n/a n/a n/a 11 (279) 0.70 0.70 0.65 0.59 0.84 0.46 0.34 0.20 0.69 0.58 0.56 0.54 0.35 0.23 0.11 0.46 0.37 0.21 0.87 n/a n/a n/a 11-1/4 (286) 0.70 0.70 0.66 0.59 0.85 0.47 0.34 0.20 0.69 0.59 0.56 0.54 0.37 0.24 0.11 0.47 0.37 0.22 0.88 0.58 n/a n/a 12 (305) 0.72 0.72 0.67 0.60 0.89 0.49 0.36 0.21 0.70 0.59 0.57 0.54 0.40 0.26 0.12 0.49 0.39 0.24 0.91 0.60 n/a n/a 13 (330) 0.73 0.73 0.68 0.61 0.95 0.52 0.38 0.22 0.72 0.60 0.57 0.54 0.46 0.30 0.14 0.52 0.41 0.28 0.94 0.63 n/a n/a 14 (356) 0.75 0.75 0.69 0.62 1.00 0.56 0.40 0.24 0.74 0.61 0.58 0.55 0.51 0.33 0.15 0.56 0.43 0.31 0.98 0.65 n/a n/a 14-1/4 (362) 0.76 0.76 0.70 0.62 0.57 0.41 0.24 0.74 0.61 0.58 0.55 0.52 0.34 0.16 0.57 0.43 0.31 0.99 0.66 0.57 n/a 16 (406) 0.79 0.79 0.72 0.63 0.64 0.46 0.27 0.77 0.62 0.59 0.55 0.62 0.40 0.19 0.64 0.47 0.33 1.00 0.70 0.60 n/a 18 (457) 0.82 0.82 0.75 0.65 0.72 0.52 0.30 0.81 0.64 0.60 0.56 0.74 0.48 0.22 0.72 0.52 0.36 0.74 0.64 n/a 20 (508) 0.86 0.86 0.78 0.67 0.80 0.58 0.34 0.84 0.65 0.61 0.57 0.87 0.56 0.26 0.80 0.58 0.38 0.78 0.67 n/a 22 (559) 0.89 0.89 0.81 0.68 0.87 0.63 0.37 0.88 0.67 0.63 0.58 1.00 0.65 0.30 0.87 0.63 0.40 0.82 0.71 n/a 22-1/4 (565) 0.90 0.90 0.81 0.69 0.88 0.64 0.38 0.88 0.67 0.63 0.58 0.66 0.31 0.88 0.64 0.41 0.82 0.71 0.55 24 (610) 0.93 0.93 0.83 0.70 0.95 0.69 0.40 0.91 0.68 0.64 0.58 0.74 0.35 0.95 0.69 0.43 0.85 0.74 0.57 26 (660) 0.97 0.97 0.86 0.72 1.00 0.75 0.44 0.94 0.70 0.65 0.59 0.84 0.39 1.00 0.75 0.45 0.89 0.77 0.60 28 (711) 1.00 1.00 0.89 0.73 0.81 0.47 0.98 0.71 0.66 0.60 0.94 0.43 0.81 0.48 0.92 0.80 0.62 30 (762) 0.92 0.75 0.86 0.51 1.00 0.73 0.67 0.60 1.00 0.48 0.86 0.51 0.95 0.83 0.64 36 (914) 1.00 0.80 1.00 0.61 0.77 0.70 0.62 0.63 1.00 0.61 1.00 0.91 0.70 > 48 (1219) 0.90 0.81 0.86 0.77 0.66 0.98 0.81 1.00 0.81 Table 37 - Load adjustment factors for 1-in. diameter threaded rods in cracked concrete 1,2,3 1-in. cracked concrete in. 4 4 12 20 4 4 12 20 4 4 12 20 4 4 12 20 4 4 12 20 4 4 12 20 Embedment h ef (mm) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) (102) (229) (305) (508) 1-3/4 (44) n/a n/a n/a n/a 0.42 0.42 0.40 0.38 n/a n/a n/a n/a 0.08 0.02 0.02 0.01 0.15 0.05 0.03 0.02 n/a n/a n/a n/a 5 (127) 0.59 0.59 0.57 0.54 0.55 0.55 0.50 0.44 0.59 0.54 0.53 0.52 0.37 0.11 0.08 0.05 0.74 0.22 0.16 0.09 n/a n/a n/a n/a 6 (152) 0.61 0.61 0.58 0.55 0.59 0.59 0.53 0.46 0.60 0.55 0.54 0.53 0.49 0.14 0.10 0.06 0.97 0.29 0.21 0.12 n/a n/a n/a n/a 6-1/4 (159) 0.61 0.61 0.59 0.55 0.60 0.60 0.54 0.46 0.61 0.55 0.54 0.53 0.52 0.15 0.11 0.07 1.00 0.31 0.22 0.13 0.66 n/a n/a n/a 7 (178) 0.63 0.63 0.60 0.56 0.64 0.64 0.57 0.47 0.62 0.55 0.54 0.53 0.61 0.18 0.13 0.08 0.36 0.26 0.16 0.69 n/a n/a n/a 8 (203) 0.64 0.64 0.61 0.57 0.69 0.69 0.60 0.49 0.64 0.56 0.55 0.53 0.75 0.22 0.16 0.10 0.44 0.32 0.19 0.74 n/a n/a n/a 9 (229) 0.66 0.66 0.63 0.58 0.74 0.74 0.64 0.51 0.65 0.57 0.56 0.54 0.89 0.26 0.19 0.11 0.53 0.38 0.23 0.79 n/a n/a n/a 10 (254) 0.68 0.68 0.64 0.58 0.79 0.79 0.67 0.53 0.67 0.58 0.56 0.54 1.00 0.31 0.22 0.13 0.62 0.44 0.27 0.83 n/a n/a n/a 11 (279) 0.70 0.70 0.65 0.59 0.84 0.84 0.71 0.55 0.69 0.58 0.57 0.55 0.36 0.26 0.15 0.72 0.51 0.31 0.87 n/a n/a n/a 11-1/4 (286) 0.70 0.70 0.66 0.59 0.85 0.85 0.72 0.56 0.69 0.59 0.57 0.55 0.37 0.26 0.16 0.74 0.53 0.32 0.88 0.59 n/a n/a 12 (305) 0.72 0.72 0.67 0.60 0.89 0.89 0.75 0.57 0.71 0.59 0.57 0.55 0.41 0.29 0.18 0.82 0.58 0.35 0.91 0.61 n/a n/a 13 (330) 0.73 0.73 0.68 0.61 0.95 0.95 0.79 0.59 0.72 0.60 0.58 0.56 0.46 0.33 0.20 0.92 0.66 0.39 0.95 0.63 n/a n/a 14 (356) 0.75 0.75 0.69 0.62 1.00 1.00 0.83 0.62 0.74 0.61 0.59 0.56 0.51 0.37 0.22 1.00 0.74 0.44 0.98 0.65 n/a n/a 14-1/4 (362) 0.76 0.76 0.70 0.62 0.84 0.62 0.74 0.61 0.59 0.56 0.53 0.38 0.23 0.76 0.45 0.99 0.66 0.59 n/a 16 (406) 0.79 0.79 0.72 0.63 0.91 0.66 0.77 0.62 0.60 0.57 0.63 0.45 0.27 0.90 0.54 1.00 0.70 0.63 n/a 18 (457) 0.82 0.82 0.75 0.65 1.00 0.70 0.81 0.64 0.61 0.58 0.75 0.54 0.32 1.00 0.64 0.74 0.66 n/a 20 (508) 0.86 0.86 0.78 0.67 0.75 0.84 0.65 0.62 0.59 0.88 0.63 0.38 0.75 0.78 0.70 n/a 22 (559) 0.89 0.89 0.81 0.68 0.80 0.88 0.67 0.63 0.60 1.00 0.72 0.43 0.80 0.82 0.73 n/a 22-1/4 (565) 0.90 0.90 0.81 0.69 0.80 0.88 0.67 0.64 0.60 0.74 0.44 0.80 0.82 0.74 0.62 24 (610) 0.93 0.93 0.83 0.70 0.85 0.91 0.68 0.65 0.60 0.83 0.50 0.85 0.86 0.77 0.65 26 (660) 0.97 0.97 0.86 0.72 0.90 0.95 0.70 0.66 0.61 0.93 0.56 0.90 0.89 0.80 0.67 28 (711) 1.00 1.00 0.89 0.73 0.95 0.98 0.71 0.67 0.62 1.00 0.62 0.95 0.92 0.83 0.70 30 (762) 0.92 0.75 1.00 1.00 0.73 0.68 0.63 0.69 1.00 0.96 0.86 0.72 36 (914) 1.00 0.80 0.77 0.72 0.66 0.91 1.00 0.94 0.79 > 48 (1219) 0.90 0.87 0.79 0.71 1.00 1.00 0.91 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 125

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 38 - Load adjustment factors for 1-1/4-in. diameter threaded rods in uncracked concrete 1,2,3 1-1/4-in. uncracked concrete in. 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 Embedment h ef (mm) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) 1-3/4 (44) n/a n/a n/a n/a 0.35 0.23 0.16 0.09 n/a n/a n/a n/a 0.05 0.02 0.01 0.00 0.11 0.03 0.02 0.01 n/a n/a n/a n/a 6-1/4 (159) 0.59 0.59 0.57 0.54 0.55 0.31 0.22 0.13 0.59 0.54 0.53 0.52 0.37 0.11 0.07 0.03 0.63 0.22 0.14 0.07 n/a n/a n/a n/a 7 (178) 0.60 0.60 0.58 0.55 0.58 0.33 0.23 0.14 0.60 0.54 0.53 0.52 0.43 0.13 0.08 0.04 0.69 0.26 0.17 0.08 n/a n/a n/a n/a 8 (203) 0.62 0.62 0.59 0.55 0.62 0.35 0.25 0.14 0.61 0.55 0.54 0.52 0.53 0.16 0.10 0.05 0.78 0.31 0.20 0.10 0.66 n/a n/a n/a 9 (229) 0.63 0.63 0.60 0.56 0.66 0.37 0.26 0.15 0.62 0.55 0.54 0.52 0.63 0.19 0.12 0.06 0.87 0.37 0.24 0.11 0.70 n/a n/a n/a 10 (254) 0.65 0.65 0.61 0.57 0.69 0.39 0.28 0.16 0.64 0.56 0.55 0.53 0.74 0.22 0.14 0.07 0.97 0.39 0.29 0.13 0.74 n/a n/a n/a 11 (279) 0.66 0.66 0.62 0.57 0.74 0.41 0.29 0.17 0.65 0.57 0.55 0.53 0.86 0.25 0.16 0.08 1.00 0.41 0.33 0.15 0.78 n/a n/a n/a 12 (305) 0.68 0.68 0.63 0.58 0.78 0.44 0.31 0.18 0.66 0.57 0.55 0.53 0.98 0.29 0.19 0.09 0.44 0.35 0.17 0.81 n/a n/a n/a 13 (330) 0.69 0.69 0.64 0.59 0.82 0.46 0.33 0.19 0.68 0.58 0.56 0.54 1.00 0.33 0.21 0.10 0.46 0.36 0.20 0.84 n/a n/a n/a 14 (356) 0.71 0.71 0.66 0.59 0.86 0.49 0.34 0.20 0.69 0.59 0.56 0.54 0.36 0.24 0.11 0.49 0.38 0.22 0.87 0.58 n/a n/a 14-1/4 (362) 0.71 0.71 0.66 0.60 0.87 0.49 0.35 0.20 0.69 0.59 0.56 0.54 0.37 0.24 0.11 0.49 0.38 0.23 0.88 0.59 n/a n/a 15 (381) 0.72 0.72 0.67 0.60 0.91 0.51 0.36 0.21 0.70 0.59 0.57 0.54 0.40 0.26 0.12 0.51 0.39 0.24 0.91 0.60 n/a n/a 16 (406) 0.73 0.73 0.68 0.61 0.95 0.54 0.38 0.22 0.72 0.60 0.57 0.54 0.45 0.29 0.13 0.54 0.41 0.27 0.94 0.62 n/a n/a 17 (432) 0.75 0.75 0.69 0.61 1.00 0.56 0.40 0.23 0.73 0.60 0.58 0.55 0.49 0.32 0.15 0.56 0.43 0.29 0.96 0.64 n/a n/a 18 (457) 0.76 0.76 0.70 0.62 0.60 0.42 0.25 0.75 0.61 0.58 0.55 0.53 0.35 0.16 0.60 0.45 0.32 0.99 0.66 0.57 n/a 20 (508) 0.79 0.79 0.72 0.63 0.66 0.47 0.27 0.77 0.62 0.59 0.55 0.62 0.40 0.19 0.66 0.48 0.34 1.00 0.70 0.60 n/a 22 (559) 0.82 0.82 0.74 0.65 0.73 0.51 0.30 0.80 0.63 0.60 0.56 0.72 0.47 0.22 0.73 0.52 0.36 0.73 0.63 n/a 24 (610) 0.85 0.85 0.77 0.66 0.80 0.56 0.33 0.83 0.65 0.61 0.57 0.82 0.53 0.25 0.80 0.56 0.38 0.76 0.66 n/a 26 (660) 0.88 0.88 0.79 0.67 0.86 0.61 0.36 0.86 0.66 0.62 0.57 0.92 0.60 0.28 0.86 0.61 0.40 0.79 0.69 n/a 28 (711) 0.91 0.91 0.81 0.69 0.93 0.65 0.38 0.88 0.67 0.63 0.58 1.00 0.67 0.31 0.93 0.65 0.42 0.82 0.71 0.55 30 (762) 0.94 0.94 0.83 0.70 1.00 0.70 0.41 0.91 0.68 0.64 0.58 0.74 0.35 1.00 0.70 0.44 0.85 0.74 0.57 36 (914) 1.00 1.00 0.90 0.74 0.84 0.49 0.99 0.72 0.66 0.60 0.98 0.45 0.84 0.50 0.94 0.81 0.63 > 48 (1219) 1.00 0.82 1.00 0.66 1.00 0.79 0.72 0.63 1.00 0.70 1.00 0.66 1.00 0.94 0.72 Table 39 - Load adjustment factors for 1-1/4-in. diameter threaded rods in cracked concrete 1,2,3 1-1/4-in. cracked concrete in. 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 5 11-1/4 15 25 Embedment h ef (mm) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) (127) (286) (381) (635) 1-3/4 (44) n/a n/a n/a n/a 0.40 0.40 0.39 0.37 n/a n/a n/a n/a 0.05 0.02 0.01 0.01 0.11 0.03 0.02 0.01 n/a n/a n/a n/a 6-1/4 (159) 0.59 0.59 0.57 0.54 0.55 0.55 0.50 0.44 0.59 0.54 0.53 0.52 0.37 0.11 0.08 0.05 0.74 0.22 0.16 0.10 n/a n/a n/a n/a 7 (178) 0.60 0.60 0.58 0.55 0.58 0.58 0.52 0.45 0.60 0.54 0.54 0.53 0.44 0.13 0.10 0.06 0.88 0.26 0.19 0.12 n/a n/a n/a n/a 8 (203) 0.62 0.62 0.59 0.55 0.62 0.62 0.55 0.46 0.61 0.55 0.54 0.53 0.54 0.16 0.12 0.07 1.00 0.32 0.24 0.14 0.66 n/a n/a n/a 9 (229) 0.63 0.63 0.60 0.56 0.66 0.66 0.57 0.48 0.62 0.55 0.55 0.53 0.64 0.19 0.14 0.08 0.38 0.28 0.17 0.70 n/a n/a n/a 10 (254) 0.65 0.65 0.61 0.57 0.69 0.69 0.60 0.49 0.64 0.56 0.55 0.54 0.75 0.22 0.17 0.10 0.44 0.33 0.20 0.74 n/a n/a n/a 11 (279) 0.66 0.66 0.62 0.57 0.74 0.74 0.63 0.51 0.65 0.57 0.56 0.54 0.86 0.26 0.19 0.11 0.51 0.38 0.23 0.78 n/a n/a n/a 12 (305) 0.68 0.68 0.63 0.58 0.78 0.78 0.66 0.53 0.66 0.57 0.56 0.54 0.98 0.29 0.22 0.13 0.58 0.44 0.26 0.81 n/a n/a n/a 13 (330) 0.69 0.69 0.64 0.59 0.82 0.82 0.69 0.54 0.68 0.58 0.57 0.55 1.00 0.33 0.25 0.15 0.66 0.49 0.29 0.85 n/a n/a n/a 14 (356) 0.71 0.71 0.66 0.59 0.86 0.86 0.72 0.56 0.69 0.59 0.57 0.55 0.37 0.27 0.16 0.73 0.55 0.33 0.88 0.58 n/a n/a 14-1/4 (362) 0.71 0.71 0.66 0.60 0.87 0.87 0.73 0.56 0.70 0.59 0.57 0.55 0.38 0.28 0.17 0.75 0.56 0.34 0.89 0.59 n/a n/a 15 (381) 0.72 0.72 0.67 0.60 0.91 0.91 0.75 0.57 0.71 0.59 0.58 0.55 0.41 0.30 0.18 0.82 0.61 0.36 0.91 0.61 n/a n/a 16 (406) 0.73 0.73 0.68 0.61 0.95 0.95 0.78 0.59 0.72 0.60 0.58 0.56 0.45 0.33 0.20 0.90 0.67 0.40 0.94 0.63 n/a n/a 17 (432) 0.75 0.75 0.69 0.61 1.00 1.00 0.81 0.61 0.73 0.60 0.59 0.56 0.49 0.37 0.22 0.98 0.73 0.44 0.97 0.64 n/a n/a 18 (457) 0.76 0.76 0.70 0.62 0.85 0.62 0.75 0.61 0.59 0.56 0.54 0.40 0.24 1.00 0.80 0.48 0.99 0.66 0.60 n/a 20 (508) 0.79 0.79 0.72 0.63 0.91 0.66 0.77 0.62 0.60 0.57 0.63 0.47 0.28 0.91 0.56 1.00 0.70 0.63 n/a 22 (559) 0.82 0.82 0.74 0.65 0.98 0.69 0.80 0.63 0.61 0.58 0.72 0.54 0.32 0.98 0.65 0.73 0.66 n/a 24 (610) 0.85 0.85 0.77 0.66 1.00 0.73 0.83 0.65 0.62 0.59 0.82 0.62 0.37 1.00 0.73 0.77 0.69 n/a 26 (660) 0.88 0.88 0.79 0.67 0.77 0.86 0.66 0.63 0.59 0.93 0.69 0.42 0.77 0.80 0.72 n/a 28 (711) 0.91 0.91 0.81 0.69 0.81 0.88 0.67 0.64 0.60 1.00 0.78 0.47 0.81 0.83 0.75 0.63 30 (762) 0.94 0.94 0.83 0.70 0.85 0.91 0.68 0.65 0.61 0.86 0.52 0.85 0.86 0.78 0.65 36 (914) 1.00 1.00 0.90 0.74 0.97 0.99 0.72 0.68 0.63 1.00 0.68 0.97 0.94 0.85 0.72 > 48 (1219) 1.00 0.82 1.00 1.00 0.79 0.74 0.67 1.00 1.00 1.00 0.98 0.83 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 126 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 3.2.4.3.3 HIT-RE 500-SD with HIS-N Inserts Table 40 - HIS-N and HIS-RN specifications Setting information Symbol Units Thread size 3/8-16 UNC 1/2-13 UNC 5/8-11 UNC 3/4-10 UNC Outside diameter of insert in. 0.65 0.81 1.00 1.09 Nominal bit diameter d o in. 11/16 7/8 1-1/8 1-1/4 Effective embedment h ef in. 4-3/8 5 6-3/4 8-1/8 (mm) (110) (125) (170) (205) Thread engagement minimum in. 3/8 1/2 5/8 3/4 h maximum s in. 15/16 1-3/16 1-1/2 1-7/8 Installation torque T inst ft-lb 15 30 60 100 (Nm) (20) (40) (81) (136) h min in. 5.9 6.7 9.1 10.6 (mm) (150) (170) (230) (270) 3.2.3 Figure 3 - HIS-N and HIS-RN specifications 3.2.4 HIS-N internally threaded insert specifications 3/8-in. HIS-N is manufactured from 11MnPb30+C carbon steel conforming to DIN 10277-3 with a minimum tensile strength of 71.1 ksi (490 MPa) and a minimum yield strength of 59.5 ksi (410 MPa). 1/2-, 5/8- and 3/4-in. HIS-N is manufactured from 11MnPb30+C carbon steel conforming to DIN 10277-3 with a minimum tensile strength of 66.7 ksi (460 MPa) and a minimum yield strength of 54.4 ksi (375 MPa). HIS-RN is manufactured from X5CrNiMo 17122 K700 stainless steel conforming to DIN EN 10088-3 with a minimum tensile strength of 101.5 ksi (700 MPa) and a minimum yield strength of 50.8 ksi (350 MPa). 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 127

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 41 - Hilti HIT-RE 500-SD adhesive design strength (factored resistance) with concrete / bond failure for Hilti HIS-N and HIS-RN internally threaded inserts in uncracked concrete 1,2,3,4,5,6,7,8,10 Tension ФN n or N r Shear ФV n or V r Thread size 3/8-16 UNC 1/2-13 UNC 5/8-11 UNC 3/4-10 UNC Effective embedment in. (mm) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) 4-3/8 7,140 7,820 9,030 11,060 15,375 16,840 19,445 23,815 (111) (31.8) (34.8) (40.2) (49.2) (68.4) (74.9) (86.5) (105.9) 5 8,720 9,555 11,030 13,510 18,785 20,575 23,760 29,100 (127) (38.8) (42.5) (49.1) (60.1) (83.6) (91.5) (105.7) (129.4) 6-3/4 13,680 14,985 17,305 21,190 29,460 32,275 37,265 45,645 (171) (60.9) (66.7) (77.0) (94.3) (131.0) (143.6) (165.8) (203.0) 8-1/8 18,065 19,790 22,850 27,985 38,910 42,620 49,215 60,275 (206) (80.4) (88.0) (101.6) (124.5) (173.1) (189.6) (218.9) (268.1) Table 42 - Hilti HIT-RE 500-SD adhesive design strength (factored resistance) with concrete / bond failure for Hilti HIS-N and HIS-RN internally threaded inserts in cracked concrete 1,2,3,4,5,6,7,8,9,10 Tension ФN n or N r Shear ФV n or V r Thread size 3/8-16 UNC 1/2-13 UNC 5/8-11 UNC 3/4-10 UNC Effective embedment in. (mm) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) ƒ c = 2500 psi (17.2 Mpa) ƒ c = 3000 psi (20.7 Mpa) ƒ c = 4000 psi (27.6 Mpa) ƒ c = 6000 psi (41.4 Mpa) 4-3/8 5,055 5,540 6,040 6,400 10,890 11,930 13,010 13,790 (111) (22.5) (24.6) (26.9) (28.5) (48.4) (53.1) (57.9) (61.3) 5 6,175 6,765 7,815 8,370 13,305 14,575 16,830 18,030 (127) (27.5) (30.1) (34.8) (37.2) (59.2) (64.8) (74.9) (80.2) 6-3/4 9,690 9,855 9,855 10,445 20,870 22,860 25,085 26,590 (171) (43.1) (43.8) (43.8) (46.5) (92.8) (101.7) (111.6) (118.3) 8-1/8 12,320 12,320 12,320 13,060 27,560 30,190 31,355 33,240 (206) (54.8) (54.8) (54.8) (58.1) (122.6) (134.3) (139.5) (147.9) 1 See Section 3.1.7 for explanation on development of load values. 2 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 3 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 4 Apply spacing, edge distance, and concrete thickness factors in Tables 44-45 as necessary. Compare to the steel values in Table 43. The lesser of the values is to be used for the design. 5 Data is for temperature range A: Max. short term temperature = 110 F (43 C), max. long term temperature = 80 F (26 C). For temperature range B: Max. short term temperature = 162 F (72 C), max. long term temperature = 110 F (43 C) multiply above value by 0.34. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 6 Tabular values are for dry concrete conditions. For water saturated concrete multiply design strength (factored resistance) by 0.69. For water-filled drilled holes multiply design strength (factored resistance) by 0.62. For submerged (under water) applications multiply design strength (factored resistance) by 0.64. 7 Tabular values are for short term loads only. For sustained loads including overhead use, see Section 3.1.7.5. 8 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength (factored resistance) by λ a as follows: For sand-lightweight, λ a = 0.51. For all-lightweight, λ a = 0.45. 9 Tabular values are for static loads only. For seismic loads, multiply above value by α seis = 0.49. See section 3.1.7.4 for additional information on seismic applications. 10 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. For diamond core drilling multiply above value by 0.53. Diamond core drilling is not permitted cracked concrete and is not permitted for the water-filled or underwater (submerged) applications. 128 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 Table 43 - Steel design strength (factored resistance) for steel bolt / cap screw for Hilti HIS-N and HIS-RN internally threaded inserts 1 Thread size 3/8-16 UNC 1/2-13 UNC 5/8-11 UNC 3/4-10 UNC Tensile 3 ϕn sa ACI 318 Appendix D Based Design ASTM A193 Grade B8M ASTM A193 B7 2 stainless steel 2 Shear 4 ϕv sa Seismic Shear 5 ϕv sa Tensile 3 ϕn sa Shear 4 ϕv sa Seismic Shear 5 ϕv sa 6,300 3,490 2,443 5,540 3,070 2,149 (28.0) (15.5) (10.9) (24.6) (13.7) (9.6) 11,530 6,385 4,470 10,145 5,620 3,934 (51.3) (28.4) (19.9) (45.1) (25.0) (17.5) 18,365 10,170 7,119 16,160 8,950 6,265 (81.7) (45.2) (31.7) (71.9) (39.8) (27.9) 27,180 15,055 10,539 23,915 13,245 9,272 (120.9) (67.0) (46.9) (106.4) (58.9) (41.2) 1 See Section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 2 Steel bolt / cap screw for Hilti HIS-N and HIS-RN inserts are considered brittle steel elements. 3 Tensile = ф A se,n f uta as noted in ACI 318 Appendix D 4 Shear = ф 0.60 A se,n f uta as noted in ACI 318 Appendix D. 5 Seismic shear values determined by multiplying ф V sa x α V,seis where α V,seis = 0.7 for steel bolt. See Section 3.1.7.4 for additional information on seismic applications. 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 129

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System Table 44 - Load adjustment factors for Hilti HIS-N and HIS-RN internally threaded inserts in uncracked concrete 1,2.3 HIS-N and HIS-RN all diameters uncracked concrete Thread size Edge Distance in Shear in. 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 Embedment in. 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 h ef (mm) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) 3-1/4 (83) 0.59 n/a n/a n/a 0.34 n/a n/a n/a 0.55 n/a n/a n/a 0.15 n/a n/a n/a 0.31 n/a n/a n/a n/a n/a n/a n/a 4 (102) 0.61 0.59 n/a n/a 0.38 0.38 n/a n/a 0.56 0.55 n/a n/a 0.21 0.19 n/a n/a 0.38 0.38 n/a n/a n/a n/a n/a n/a 5 (127) 0.63 0.61 0.59 n/a 0.44 0.43 0.37 n/a 0.57 0.57 0.55 n/a 0.29 0.26 0.17 n/a 0.44 0.43 0.33 n/a n/a n/a n/a n/a 5-1/2 (140) 0.65 0.62 0.60 0.59 0.47 0.46 0.39 0.35 0.58 0.58 0.56 0.55 0.34 0.30 0.19 0.15 0.47 0.46 0.39 0.29 n/a n/a n/a n/a 6 (152) 0.66 0.63 0.61 0.60 0.50 0.48 0.41 0.37 0.59 0.58 0.56 0.55 0.39 0.35 0.22 0.17 0.50 0.48 0.41 0.33 0.60 n/a n/a n/a 7 (178) 0.68 0.65 0.63 0.62 0.57 0.54 0.45 0.40 0.60 0.60 0.57 0.56 0.49 0.43 0.28 0.21 0.57 0.54 0.45 0.40 0.64 0.62 n/a n/a 8 (203) 0.71 0.67 0.64 0.63 0.66 0.61 0.49 0.43 0.62 0.61 0.58 0.57 0.60 0.53 0.34 0.26 0.66 0.61 0.49 0.43 0.69 0.66 n/a n/a 9 (229) 0.74 0.69 0.66 0.65 0.74 0.69 0.54 0.46 0.63 0.62 0.59 0.58 0.71 0.63 0.40 0.31 0.74 0.69 0.54 0.46 0.73 0.70 n/a n/a 10 (254) 0.76 0.72 0.68 0.67 0.82 0.76 0.58 0.50 0.65 0.64 0.60 0.58 0.83 0.74 0.47 0.36 0.82 0.76 0.58 0.50 0.77 0.74 0.64 n/a 11 (279) 0.79 0.74 0.70 0.68 0.90 0.84 0.64 0.53 0.66 0.65 0.61 0.59 0.96 0.86 0.55 0.41 0.90 0.84 0.64 0.53 0.81 0.78 0.67 0.61 12 (305) 0.82 0.76 0.72 0.70 0.99 0.91 0.70 0.57 0.68 0.66 0.62 0.60 1.00 0.98 0.62 0.47 0.99 0.91 0.70 0.57 0.84 0.81 0.70 0.64 14 (356) 0.87 0.80 0.75 0.73 1.00 1.00 0.81 0.66 0.71 0.69 0.64 0.62 1.00 1.00 0.78 0.59 1.00 1.00 0.81 0.66 0.91 0.87 0.75 0.69 16 (406) 0.92 0.85 0.79 0.77 1.00 1.00 0.93 0.76 0.74 0.72 0.66 0.63 1.00 1.00 0.96 0.73 1.00 1.00 0.93 0.76 0.97 0.94 0.80 0.73 18 (457) 0.97 0.89 0.82 0.80 1.00 1.00 1.00 0.85 0.77 0.75 0.68 0.65 1.00 1.00 1.00 0.87 1.00 1.00 1.00 0.85 1.00 0.99 0.85 0.78 24 (610) 1.00 1.00 0.93 0.90 1.00 1.00 1.00 1.00 0.85 0.83 0.74 0.70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.90 30 (762) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.91 0.80 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 36 (914) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.86 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 > 48 (1219) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Table 45 - Load adjustment factors for Hilti HIS-N and HIS-RN internally threaded inserts in cracked concrete 1,2.3 HIS-N and HIS-RN all diameters cracked concrete Thread size Edge Distance in Shear in. 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 3/8 1/2 5/8 3/4 Embedment in. 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 4-3/8 5 6-3/4 8-1/8 h ef (mm) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) (111) (127) (171) (206) 3-1/4 (83) 0.59 n/a n/a n/a 0.54 n/a n/a n/a 0.55 n/a n/a n/a 0.16 n/a n/a n/a 0.31 n/a n/a n/a n/a n/a n/a n/a 4 (102) 0.61 0.59 n/a n/a 0.59 0.54 n/a n/a 0.56 0.55 n/a n/a 0.21 0.19 n/a n/a 0.42 0.38 n/a n/a n/a n/a n/a n/a 5 (127) 0.63 0.61 0.59 n/a 0.66 0.59 0.55 n/a 0.57 0.57 0.55 n/a 0.30 0.26 0.17 n/a 0.59 0.53 0.34 n/a n/a n/a n/a n/a 5-1/2 (140) 0.65 0.62 0.60 0.59 0.69 0.62 0.57 0.55 0.58 0.58 0.56 0.55 0.34 0.31 0.19 0.15 0.69 0.61 0.39 0.29 n/a n/a n/a n/a 6 (152) 0.66 0.63 0.61 0.60 0.73 0.65 0.59 0.57 0.59 0.58 0.56 0.55 0.39 0.35 0.22 0.17 0.78 0.70 0.44 0.34 0.60 n/a n/a n/a 7 (178) 0.68 0.65 0.63 0.62 0.80 0.71 0.64 0.61 0.60 0.60 0.57 0.56 0.49 0.44 0.28 0.21 0.98 0.88 0.56 0.42 0.64 0.62 n/a n/a 8 (203) 0.71 0.67 0.64 0.63 0.88 0.77 0.69 0.66 0.62 0.61 0.58 0.57 0.60 0.54 0.34 0.26 1.00 1.00 0.68 0.52 0.69 0.66 n/a n/a 9 (229) 0.74 0.69 0.66 0.65 0.96 0.83 0.74 0.70 0.63 0.62 0.59 0.58 0.72 0.64 0.41 0.31 1.00 1.00 0.82 0.62 0.73 0.70 n/a n/a 10 (254) 0.76 0.72 0.68 0.67 1.00 0.90 0.79 0.75 0.65 0.64 0.60 0.58 0.84 0.75 0.48 0.36 1.00 1.00 0.95 0.72 0.77 0.74 0.64 n/a 11 (279) 0.79 0.74 0.70 0.68 1.00 0.96 0.84 0.80 0.66 0.65 0.61 0.59 0.97 0.86 0.55 0.42 1.00 1.00 1.00 0.83 0.81 0.78 0.67 0.61 12 (305) 0.82 0.76 0.72 0.70 1.00 1.00 0.89 0.84 0.68 0.66 0.62 0.60 1.00 0.98 0.63 0.48 1.00 1.00 1.00 0.95 0.84 0.81 0.70 0.64 14 (356) 0.87 0.80 0.75 0.73 1.00 1.00 1.00 0.94 0.71 0.69 0.64 0.62 1.00 1.00 0.79 0.60 1.00 1.00 1.00 1.00 0.91 0.88 0.76 0.69 16 (406) 0.92 0.85 0.79 0.77 1.00 1.00 1.00 1.00 0.74 0.72 0.66 0.64 1.00 1.00 0.97 0.73 1.00 1.00 1.00 1.00 0.97 0.94 0.81 0.74 18 (457) 0.97 0.89 0.82 0.80 1.00 1.00 1.00 1.00 0.77 0.75 0.68 0.65 1.00 1.00 1.00 0.87 1.00 1.00 1.00 1.00 1.00 0.99 0.86 0.78 24 (610) 1.00 1.00 0.93 0.90 1.00 1.00 1.00 1.00 0.86 0.83 0.74 0.70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.90 30 (762) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.91 0.81 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 36 (914) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.87 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 > 48 (1219) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 Linear interpolation not permitted 2 Shaded area with reduced edge distance is permitted provided the installation torque is reduced to 0.30 T max for 5d < s < 16-in. and to 0.5 T max for s > 16-in. 3 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with a thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using the design equations from ACI 318 Appendix D. 4 reduction in shear,, assumes an influence of a nearby edge. If no edge exists, then =. 5 reduction factor in shear,, assumes an influence of a nearby edge. If no edge exists, then = 1.0. 130 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4 3.2.4.4 Installation instructions Installation Instructions For Use (IFU) are included with each product package. They can also be viewed or downloaded online at www.us.hilti.com (US) and www.hilti.ca (Canada). Because of the possibility of changes, always verify that downloaded IFU are current when used. Proper installation is critical to achieve full performance. Training is available on request. Contact Hilti Technical Services for applications and conditions not addressed in the IFU. HIT-RE 500-SD volume charts Table 46 - Threaded rod installation Nominal anchor diameter in. Nominal bit diameter in. Adhesive volume required per inch of embedment in 3 1/4 5/16 0.055 3/8 7/16 0.095 1/2 9/16 0.133 5/8 3/4 0.261 3/4 7/8 0.326 7/8 1 0.391 1 1-1/8 0.478 1-1/4 1-3/8 0.626 The useable volume of HIT-RE 500-SD refill cartridge is 16.5 in 3 (270 ml) The useable volume of HIT-RE 500-SD medium refill is 26.9 in 3 (440 ml) The useable volume of HIT-RE 500-SD medium refill is 81.8 in 3 (1340 ml) Example: 5/8-in. diameter rod with an embedment of 10 inches: 10 in. x 0.26 in 3 /in. = 2.6 in 3 /fastening 16.5 in 3 /cartridge 2.6 in 3 /fastening 6 fastenings/cartridge 81.8 in 3 /cartridge 2.6 in 3 /fastening 31 fastenings/cartridge Table 48 - HIT-RE 500-SD cure time Base material temperature F C Gel Time Full Cure 41 5 2.5 h 72 h 50 10 2 h 48 h 59 15 1.5 h 24 h 68 20 30 min 12 h 86 30 20 min 8 h 104 40 12 min 4 h Table 47 - Rebar installation 1 Adhesive volume required Rebar size Nominal bit 1 diameter in. per Inch of embedment in 3 #3 1/2 0.110 #4 5/8 0.146 #5 3/4 0.176 #6 7/8 0.218 #7 1 0.252 #8 1-1/8 0.299 #9 1-3/8 0.601 #10 1-1/2 0.659 #11 1-3/4 1.037 1 Rebar diameter may vary. Use smallest drill bit which will accommodate rebar. Table 49 - Resistance of HIT-RE 500-SD to chemicals Chemical Chemicals Tested Resistant Alkaline Concrete drilling mud (10%) ph=12.6 + Concrete drilling mud (10%) ph=13.2 + Concrete potash solution (10%) + ph=14.0 Acids Acetic acid (10%) 1 Nitric acid (10%) 1 Hydrochloric acid (10%) 3 month - Sulfuric acid (10%) Solvents Benzyl alcohol Ethanol Ethyl acetate Methyl ethyl ketone (MEK) Trichlorethylene Xylene (mixture) + Chemicals used on job sites Environmental chemicals Concrete plasticizer Diesel oil Oil Petrol Oil for form work (forming oil) Salt water de-mineralized water salt spraying test SO 2 Environment/weather 1 Concrete was dissolved by acid. + + + + + + + + + + Not Resistant 3.2.3 3.2.4 3.2.6 3.2.7 3.2.8 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 131

3.2.4 HIT-RE 500-SD Epoxy Adhesive Anchoring System 3.2.4.5 Ordering information 1 HIT-RE 500-SD Epoxy Adhesive Order information Description Package contents Qty of foil packs HIT-RE 500-SD (11.1 fl oz/330 ml) Includes (1) foil pack with (1) mixer and 3/8 filler tube per pack 1 HIT-RE 500-SD Master Carton (11.1 fl oz/330 ml) Includes (1) master carton containing (25) foil packs with (1) mixer and 3/8 25 filler tube per pack HIT-RE 500-SD Combo (11.1 fl oz/330 ml) Includes (1) master carton containing (25) foil packs with (1) mixer and 3/8 25 filler tube per pack and (1) HDM 500 manual dispenser HIT-RE 500-SD Master Carton (16.9 fl oz/500 ml) Includes (1) master carton containing (20) foil packs with (1) mixer and 3/8 20 filler tube per pack HIT-RE 500-SD Combo (16.9 fl oz/500 ml) Includes (2) master cartons containing (20) foil packs each with (1) mixer 40 and 3/8 filler tube per pack and (1) HDM 500 manual dispenser HIT-RE 500-SD Jumbo (47.3 fl oz/1400 ml) Includes (4) jumbo foil packs with (1) mixer and 3/8 filler tube per pack 4 HIT-RE 500-SD Jumbo (47.3 fl oz/1400 ml) Includes (64) jumbo foil packs with (1) mixer and 3/8 filler tube per pack 64 Pallet Combo and (1) P8000 pneumatic dispenser HIT-RE-M Static Mixer For use with HIT-RE 500-SD cartridges 1 1 For complete information about Hilti anchors, adhesive anchoring dispensers, drilled hole preparation and other adhesive anchoring accessories, see HIT-HY 200 Anchoring System, Section 3.2.3.5 Ordering Information. Fastener Components HDE 500 Battery Dispenser HAS Threaded Rods HIS-N Internally Threaded Inserts HIT RE Mixer HIT-RE 500-SD Refill Pack Refill Pack Holder P3500 Dispenser Rebar (supplied by contractor) HIT-RE 500-SD Medium Cartridge HDM 500 Manual Dispenser HIT-RE 500-SD Jumbo Cartridge Refill Pack Holder P8000D Dispenser 132 Hilti, Inc. (US) 1-800-879-8000 www.us.hilti.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014

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